Report 

on 

Elimination of Sewage 

from 

Toledo’s Waterways 


With Data Covering Ten-Mile Creek 
19 18 



CORNELL SCHREIBER 

Mayor 

DAVID H. GOODWILLIE, Assoc. Mem. A. S. C. E. 


Director of Public Service 

HARRY C. McCLURE, Assoc. Mem. A. S. C. E. 
Commissioner of Engineering and Construction 

WATSON G. HARMON, Assoc. Mem. A. S. C. E. 

Special Sanitary Engineer 

WILLIAM C. HOAD, Mem. A. S. C. E. 

Consulting Engineer 


Published by the Commission of Publicity and Efficiency 














• > o 


TABLE OF CONTENTS 


Page 


Letter of Transmittal by the Director of Public Service. 3 

Letter of Transmittal by Harry C. McClure, Commissioner of 

Engineering and Construction. 4 

Letter of Transmittal by Watson G. Harmon, Special Sanitary 

Engineer . 5 


Organization of Office of Sanitary Engineer. 
Outline of Work Accomplished. 

General Plan for Collecting and Treating Sewage. 
Acknowledgments of Assistance. 

PART I. 


Population of Toledo, 1850 to i960. 

Designs to be based on i960 populatiop. 11 

Method of estimating future population. 12 

Estimated future population. 17 

Details of population study. 17 

Density of Population and Area of Toledo. 

Method of estimating future density of population and area. 21 

Density of population.;. 22 

Area of Toledo. 25 

Density of population in various sections of Toledo. 26 


PART II. 

Chemical Examination of Sewage. 


Time, place, and method of collecting samples. 29 

Routine of analyses..... 30 

Results of analyses. 31 

Local conditions affecting chemical analyses. 38 


PART III. 

Quantity of Sewage Discharging Into Ten Mile Creek. 


The various sources of sewage. 41 

Consumption of water in Toledo.. 42 

Weir formulas and sewer discharge. 45 

Census data . 46 

Mean rates of discharge.,. 53 

Maximum rates of discharge. 56 


PART IV. 

Methods and Figures Used in Design. 


Factors governing size of sewers. 58 

Quantities used to get size of sewers. 59 

Ground water run-off during winter and spring. 60 

Sizes and grades. 64 




























Sewer Interceptors . 

Definition, functions, design, operation. 

Inverted Siphons . 

Necessity for, details of design. 

Bay View Park Sewage Pumping Station. 

Data used in design, design of pump pit, no storage for sew- 
age, type of pump to be used, motive power to be used. 

Cost of engineering investigations and designs. 

Estimate of cost of construction. 


Table No. 


LIST OF TABLES. 


I 

II 

III 

IV 

V 

VI 

VII 

VIII 

IX 

X 

XI 

XII 

XIII 

XIV 

XV 

XVI 

XVII 

XVIII 

XIX 

XX 


Population of Toledo and Larger Cities from U. S. 
Census.'.. 

Percent Increase per Decade of the Population of Toledo 
and Larger Cities. 

Percent Increase per Decade of American Cities at Stated 
Stages of Growth. 

Population of Toledo Computed from Year to Year by 
Percent Increases . 

Results of Density and Area Study. 

Density of Population in American Cities as Related to 
Size, Age and Location. 

Population, Area, and Density of Population of Toledo, 
1837 to 1916.. 

Density of Population in Various Sections of the City, 
1880 to i960.... 

Chemical Analyses of Sewage Entering Ten Mile Creek. 
Analyses of Sewage from the Ten Mile Creek District of 

Toledo Compared with those from Other Cities. 

Miscellaneous Data Regarding the Sewer Districts, Trib¬ 
utary to Ten Mile Creek, Derived from a House to House 
Canvass of the Districts. 

Chemical Analyses of Overland Industrial Wastes. 

Summary of Sewer Census Data, Taken in the Ten Mile 
Creek District, Toledo, O. 

Mean Daily Discharge of Sewage and Its Constituent 

Parts, Emptying into Ten Mile Creek... 

Estimated Maximum Rates of Discharge as Compared 
with Observed Maximum Rates of Discharge of Sewage 
into Ten Mile Creek. 

Unit Quantities to be Used in the Design of Intercepting 
Sewers in the Ten Mile Creek District of Toledo, as- Com¬ 
pared with Quantities Used in Other Cities..,.. 

Estimated Density of Population for Districts within the 
City of Toledo. 

Increase of Ground Water for Spring and Winter Con¬ 
ditions over that for Summer Conditions. 

Data Pertaining to Selected Sizes for Ten Mile Creek 
Intercepting Sewer. 

The Fundamental Data for the Bay View Park Sewage 
Pumping- Station . 



























LIST OF PLATES. 


Plate No. Page 

I Curves-Showing Population Growth of American Cities. 12 

II Curve of Average Growth of American Cities after Pass¬ 
ing 214,000 Population. 13 

III Percent Increase in Population per Decade for Various 

Dates . 14 

IV Percent Increase in Population per Decade for Various 

Sizes. 15 

V Curves of Future Growth of Toledo Derived by Various 

Means . 16 

VI Curves Showing Growth of the City in Area and in 

Density of Population. 24 

VII City Limits of Toledo, 1837 to i960. 27a 

VIII Map Showing Sections Used in Density Study and Sewer 

Census Area . 29a 

IX Curves of Density of Population in Various Sections of 

the City, 1880 to i960. 29b 

X Map Showing Districts and Sections of Ten Mile Creek 

Sewer Census Area. 31a 

XI Hourly Sewage Analyses and Discharge Monroe St. 31 

XII “ “ “ “ “ Ayres Ave 32 

XIII “ “ “ “ “ Sewer No. 34. 33 

XIV “ “ “ “ “ Lagrange St.. 34 

XV “ “ “ “ “ West Toledo.. 35 

XVI Percent of Metered Services and Water Consumption... 43 

XVII Discharge of Monroe St. Sewer, July 8 to August 1. 46 

XVIII “ “ Ayres Ave. Sewer, Aug. 2 to Sept. 13. 47 

XIX “ “ Sewer No. 34, July 3 to August 2. 48 

XX “ “ Lagrange St. Sewer, Aug. 2 to Sept. 5. 49 

XXI “ “ West Toledo Sewer, Sept. 30 to Oct. 18... 50 

XXII Curves Showing Effect of Council St. Power Station on 

the Discharge of Sewer No. 34. 5 * 

XXIII Ten Mile Creek Interceptor, Showing Location and 

Drainage Area . 60a 

XXIV Maximum Rate of Discharge of House Sewage as 

Percent of Mean Rate. 62 






























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Report 


on 


Elimination of Sewage 


from 


Toledo’s Waterways 

With Data Covering Ten-Mile Creek 
19 18 



CORNELL SCHREIBER 

M ayor 

DAVID H. GOODWILLIE, Assoc. Mem. A. S. C. E. 

Director of Public Service 

HARRY C. McCLURE, Assoc. Mem. A. S. C. E. 

Commissioner of Engineering and Construction 

WATSON G. HARMON, Assoc. Mem. A. S. C. E. 

Special Sanitary Engineer 

WILLIAM C. HOAD, Mem. A. S. C. E. 

Consulting Engineer 


Published by the Commission of Publicity and Efficiency 





THE TOLEDO LEGAL PRINTING CO., 
436 Huron St., Toledo, O. 


Be of EL 

NOV 1 *918 




fit. a.ft. 




LETTER OF TRANSMITTAL. 


Mar. 21, 1918. 

Hon. Cornell Schreiber, Mayor, 

Toledo, Ohio. 

Dear Sir:— 

I take pleasure in submitting a complete report on 
the Elimination of the Pollution of Ten Mile Creek, sub¬ 
mitted to the writer by the Division of Engineering and 
Construction. 

The studies and investigations upon which this report 
is based were started on June 1st, 1916, by the Division 
of Engineering and Construction through the establish¬ 
ment of a special Sanitary Engineering Sub-Department. 
Mr. Watson Harmon has had charge of this work and 
without going into details I can testify to the fact that the 
investigations and studies have been carried on in a very 
thoro manner and the work done by this Sanitary Engi¬ 
neering Organization is first-class engineering work. 

It is our belief that the work performed by this De¬ 
partment and covered in the attached report is perhaps the 
most important engineering performed by the City Engi¬ 
neering Office in recent years. We would therefore sug¬ 
gest that this report in its entirety be turned over to the 
Commission of Publicity and Efficiency and that they be 
requested to print same as a supplement to the City Jour¬ 
nal in the same manner as annual reports of City Depart¬ 
ments are published. We have already received inquiries 
from engineers and from other cities for copies of this re¬ 
port and if we can have the whole report printed we will 
find plenty of request 3 for copies from technical men and 
institutions throughout the country. 

Very truly yours, 

Department of Public Service, 

D. H. Goodwillie, Director. 


LETTER OF TRANSMITTAL. 

Toledo, O., March 18, 1918. 

From: H. C. McClure, Commissioner of Engineering 
and Construction, Toledo, Ohio. 

To: D. H. Goodwillie, Director of Public Service, 

Toledo, Ohio. 

Subject: Report on Sewage Disposal Scheme. 

Sir:— 

Attached hereto, you will please find the report by 
Mr. Harmon covering the work on Toledo’s sewage dis¬ 
posal scheme. This report deals for the most part with 
the Ten Mile Creek District but is valuable as a reference 
for further work on other districts in this City, or, in fact, 
for other municipalities. 

Mr. Dittoe, Engineer for the State Department of 
Health, after reviewing the report attached hereto, ex¬ 
pressed a wish that the same could be published in pam¬ 
phlet form for selective distribution throughout the State. 
He stated that the work done in Toledo was too valuable 
as a guide for municipalities generally, to be filed simply 
as a report of this Division. 

The parts of this report are in order as follows: 

I. Population Studies. 

Future Densities of Population and Areas. 
Chemical Examination of Sewage. 

Quantities of Sewage Discharge into Ten Mile 
Creek. 

Methods and Figures used in Design. 

Anyone reviewing any part of the above report must 
admit that the work has been most carefully and thorolv 
done. That it is entirely above criticism from the 
standpoint of insufficient preliminary data, or surveys on 
which to base final quantities, is conceded by the various 
engineers who have taken time to review the work Some 
°f th e quauft^s and figures used in design are at variance 
with the usual figures used, but the ones used in this 
design are a direct result of most careful gaugings, meas- 
uiements and examinations of actual conditions over 


II. 

III. 

IV. 

V. 


( 4 ) 


months of time and cannot be successfully disputed. This 
exact method has been followed throughout in preference 
to the usual method of using averages from other designs, 
which, no doubt, were a result of other averages previously 
used. 

The credit for the organization of the sub-department 
during the work described during this report should go to 
Mr. Watson Harmon who has been in direct charge of 
the same at all times. He has been guided by valuable 
suggestions of Consulting Engineer William C. Hoad. 

I hope that it is possible to follow Mr. Dittoe’s sug¬ 
gestion, to have the report published for selective distri¬ 
bution. The report contains so much valuable technical 
information that the expense would be amply justified. 

The writer has a proprietary interest in the matter 
and at this time wishes to express his appreciation to you 
for co-operation in furthering the necessary legislative 
steps which made this work possible. 

Very truly yours, 

(Signed) H. C. McClure, 
Commissioner of Engineering and Construction. 


( 5 ) 


LETTER OF TRANSMITTAL. 

Toledo, O., October 6, 1917. 
Watson G. Harmon, Special Sanitary Engineer, 
Toledo, O. 

Harry C. McClure, Commissioner of Engineer¬ 
ing and Construction, Toledo, O. 

Subject: Report on the Elimination of the Pollution of the 
Water of Ten Mile Creek. 

Sir:— 

Following your instructions of June 1, 1916, I have 
organized the office of Sanitary Engineer by gathering 
together a corps of engineers to make an investigation of 
sanitary conditions on that part of the drainage area of 
Ten Mile Creek, which lies in and near the City of Toledo. 
This investigation was carried out with the idea of col¬ 
lecting the necessary data to plan engineering structures 
to stop the nuisance now existing in Ten Mile Creek. 

The question of the existence or seriousness of the 
contamination of the Creek was not given any study, fur¬ 
ther than to observe that the stench rising from its waters 
is noticeable for long distances and over large and thickly 
populated areas. The water is inky black during the sum¬ 
mer months and, in places, dissolved oxygen is entirely 
absent. The higher forms of plant and animal life are 
extinct in its waters and along its banks. 

The work of this office has been briefly this:— 

1. To determine the present and estimate the future 
population and area which will contribute to the contam¬ 
ination of Ten Mile Creek. 

2. To find, by chemical examination, the nature of 
the sewage now entering the Ten Mile Creek. 

3. To measure the quantity of sewage which now 
enters Ten Mile Creek and estimate the quantity which 
may be expected in the future. 

4. To formulate a general plan or policy for collect¬ 
ing and disposing of this sewage in a satisfactory and 
economical manner. 

5. To design the engineering structures to carry out 
the adopted policy. 


From: 
To: 


( 6 ) 


The work indicated in all of the above items except 
No. 4 is fully described in the following report. 

In connection with the 4th item, it may be said that 
the final plan or policy adopted* for the elimination of the 
pollution of Ten Mile Creek is the result of a careful study 
of several proposed plans and the final selection of the 
best one. 

Our first plan called for the collecting of the sewage 
at some favorable place in the Valley of Ten Mile Creek 
and its treatment so that it could be turned back into the 
Creek. This was abandoned on account of the high degree 
of purification which would have to be effected in order 
to avoid a nuisance at the outfall of the proposed treat¬ 
ment plant. During low water the discharge of sewage 
may be as great as ten times the natural creek discharge. 
To produce a satisfactory effluent under these conditions 
would be expensive and would require the continual serv¬ 
ice of a highly trained operator. 

Several plants for carrying the partially treated or 
raw sewage to the Maumee River by various routes were 
investigated. Finally it became apparent that the ultimate 
disposal of the sewage originating in the Ten Mile Creek 
Valley is inseparably a part of the larger problem of 
sewage disposal for the entire City of Toledo. 

Working to this end, the final location of the Ten Mile 
Creek Intercepting Sewer as shown on Plate XXIII was 
made. The sewer ends at the Bay View Park Sewage 
Pumping Station described in Part V of this report. Here 
the sewage is eventually to be forced across the River to a 
sewage disposal plant, to be situated on the east banks of 
the River opposite Bay View Park. For the present the 
sewage is to be discharged after coarse screening into the 
Maumee River thru submerged multiple outlets in deep 
water near the park. 

The Bay View Park Sewage Pumping Station is 
designed to pump all the sewage which will eventually 
arise on the west side of the Maumee River, between and 
including the Village of Maumee on the South and Point 
Place on the North and including that sewage which will 
be brought to it from the Ten Mile Creek drainage area. 

The solution of this larger problem of sewage disposal 
of the entire city will be the subject of a later report as 
work on it is now in progress. 


( 7 ) 


The genera] plan for intercepting sewers and sewage 
disposal for the entire City of Toledo and the detailed plans 
for the Ten Mile Creek intercepting Sewer and the Bay 
View Park Sewage Pumping Station were approved by the 
Mayor and City Council on August 27, 1917. On the same 
date the City Council passed a resolution; “providing for 
the issue of bonds of the City of Toledo, Ohio, in the aggre¬ 
gate amount of $2,800,000 for the purpose of constructing 
sewers, sewage pumping stations, sewage disposal plants, 
and all other structures necessary for the elimination of 
the pollution of the water courses passing thru the City 
of Toledo and providing for the submission of the question 
of the issuance of said bonds to a vote of the electors of 
said City at the regular municipal election,to be held on 
the sixth day of November, 1917.” 

The same plans, as approved by Council* were ap¬ 
proved by the Ohio Department of Health on December 4, 

191/.* 

The steady progress and final completion of this work, 
with whatever success that may have attended it, is due 
very largely to the cooperation and encouragement ex¬ 
tended to this office by Harry C. McClure, Commissioner 
°f. Engineering and Construction; David H. Goodwillie, 
Director of Public Service, and Charles M. Milrov, Mavor 
of Toledo. 

The wntei wishes to acknowledge the very valuable 
assistance rendered by Professor W. C. Hoad and Profes¬ 
sor A. J. Decker of Ann Arbor, Michigan, who acted as 
consulting engineers thruout the progress of this work, 
giving numberless valuable suggestions as to general 
policy to be pursued, and reviewing field data and designs. 

Mr. Wm. H. Dittoe, Engineer of the Ohio Depart¬ 
ment of Health has frequently been called in consultation 
and has been a valuable adviser, owing to his familiarity 
with the Toledo situation. He has invariably opened the 
way to us for the best and most far-sighted solution of the 
problem in hand. 

Mr. A. A. Jones, was first in charge of this work and 
assisted on the preliminary investigation in the Ten Mile 
Creek Valley but was later called to other work. 


‘'The bond issue was approved by the electors on 
November 6, 1917, by a vote of 26,324 to 15,093. 

( 8 ) 



Four men, Messrs. H. P. Jones, I. G. Fowler, W. A. 
Sterling and H. Sherman acted as assistant engineers per¬ 
forming most of the work of the investigations and designs. 
Each man was given a separate part of the work which he 
completed from calculation of his designs to the tracing 
of his final drawings. The success of the work is due very 
largely to the intelligent, energetic and enthusiastic as¬ 
sistance rendered by these four men. 

Very respectfully, 

WATSON G. HARMON, 

Special Sanitary Engineer. 


( 9 ) 












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♦ 





























































POPULATION OF THE CITY OF TOLEDO. 


As it is desirable to design sewers, pumping stations 
and disposal plants, so that they will be adequate to per¬ 
form their duties for a considerable period after their con¬ 
struction, it becomes necessary to make an estimate of the 
future poplation and area of the City. This estimate is 
necessary more particularly in the design of intercepting 
sewers, since they cannot be enlarged after they are once 
constructed. The Ohio State Board of Health, following 
present practice, has requested that the Toledo sewers, 
being designed at this time, shall be made to accommodate 
the quantity of sewage that will be disposed of in the year 
i960. 

In making - a forecast of the growth of any American 
city, we realize that there is more or less uncertainty 
involved. However, it is possible to make a logical 
estimate of the future growth of Toledo by considering 
local conditions and the growth of other cities, similarly 
situated, which have passed Toledo in population. 

Referring to Plate 5, a heavy line curve is drawn which 
represents Toledo’s population by decades up to 1910. The 
figures upon which this part of the curve is based, are 
derived from the U. S. Census. The point corresponding 
to the year 1916 is beyond any census data and is derived 
from a study of the school population as compared with 
the TJ. S. census. 


Year 

U. S. Census 

School Census 

Ratio 

1890 

8 i ,434 

27,084 1 

to 3.00 

1900 

131,822 

36,527 1 

to 3.60 

1910 

168,497 

40,761 1 

to 4.13 

1916 

214,000 est. 

48,552 1 

to 4.41 


It will be noted that the ratio of school children to 
total population is increasing at a uniform rate during the 
years 1890 to 1910. This'same rate is projected to 1916 
and a total population figure for that year is obtained by 
applying the ratio 4.41 to the school population for 1916, 
giving an estimated population of 214,000. This figure 
agrees very closely with one obtained by the Toledo Com- 


12 


POPULATION OF THE CITY OF TOLEDO 



Plate 1 


merce Club. Other checks were sought by reference to 
a police census, a post office count, the city directory, num¬ 
ber of registered voters, and poll tax returns. Each of 
these sources of information was either entirely lacking 
or was involved in so many uncertainties that no use 
could be made of it. 

Ha\ing completed the. population curve to date we 
proceed to extend it to i960. Four different methods were 






























































































































POPULATION OF THE CITY OF TOLEDO 


13 



Plate 2 


used here, the results of which, are plotted on Plate 5 as 
curves 1 to 4 respectively. 

The four methods are briefly as follows:— 

Curve No. 1 represents the average growth of Amer¬ 
ican cities by years after each city passed the 214,000 
mark. See Plate 2. 

Curve No. 2 represents the average growth of Amer¬ 
ican cities situated on the Great Lakes. See Plate 2. 













































































T 4 


POPULATION OF THE CITY OF TOLEDO 



Curve No. 3 represents the average growth of Amer¬ 
ican cities by applying a % increase in population for each 
year corresponding to the average curve of % increase 
as extended on Plate No. 3. It will be noted that this 
curve is constructed for dates, regardless of the size of the 
various cities involved, and no data exist beyond the % 
increase for the decade 1900-1910, which is plotted for the 
midyear, 1905. 





































































POPULATION OF THE CITY OF TOLEDO 


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Percent Increase of Population Per 

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Orfice. of Sanitary Engineer 
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Population in Thousands 


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Plate 4 


Curve No. 4 represents the average growth of Amer¬ 
ican cities by applying a % increase in population for each 
year, corresponding to the average curve of % increase as 
derived on Plate 4. It will be noted on Plate 4 that % 
increase, corresponding to stated sizes of cities is plotted, 
whence we have data that control the curve to the end. 




































i6 


POPULATION OF THE CITY OF TOLEDO 



Plate V 


Conclusions. 

In extending the heavy line on Plate 5, to represent 
Toledo’s future growth, we have taken into account the 
following considerations: 

1st. Toledo’s past growth, compared with others 
which have passed her in population, has been slow. See 
Plate 2. 















































POPULATION OF THE CITY OF TOLEDO 


1 7 


2nd. The actual growth of American cities, in gen¬ 
eral, as shown by curve No. i, was given the greatest 
weight, since this curve is controled to the end. 

3rd. Growth of Lake Cities, curve No. 2 is projected 
without actual data beyond 550,000 so it is not allowed 
much influence. 

4th. Percent growth by sizes of cities is a logical 
comparison, curve No. 4, and should receive a fair weight. 

5th. Percent growth by decades presents another 
phase of the subject, which may be used as a check only, 
since it is based on a curve, projected by eye beyond 1905. 

Bearing all these things in mind, a curve for Toledo 
was drawn. It is thot that this curve is sufficiently con¬ 
servative to avoid an undue expenditure of money at the 
present time for the intercepting sewers, and at the same 
time, barring some unprecedented industrial boom, the 
sewers designed on this basis should serve Toledo until 
i960 at least. 

Population of Toledo at Various Future Dates. De¬ 
rived from curve Plate 5. 


Year Population 

1916. 214,000 

1920.252,000 

1930. 35LOOO 

1940 . 457TOO 

1950.572,000 

i960. 700,000 


Detail Considerations. 

It will be noted on Plate 5, that the heavy curve for 
Toledo takes a decided upward turn at the year 1910. In 
justification of this it will be seen that if the straight line 
from 1890 to 1900 is produced it will pass close to the point 
for 1916, and the same is true if we pass a smooth curve 
thru all of the points, previous to 1910, and project it to 
1916. Two local conditions are largely responsible for 
the faster growth since 1910. They are, first, the addition 
of Norwood and West Toledo to the City by annexation, 
and second, the phenomenal growth of the Willys-Over- 
land Automobile Co. This Company started its present 
large growth a year or two prior to 1910. It now employes 
in Toledo 18,000 men. Most of these men came to Toledo 










18 


POPULATION OF THE CITY OF TOLEDO 


from other cities, and those who did not, left positions in 
other industries here, which were filled by outsiders. Then 
when we consider the many allied industries and com¬ 
mercial enterprises, which exist, largely due to the pres¬ 
ence of this great community of wage earners and their 
families, it is safe to say that the Willys-Overland has, by 
itself, caused Toledo’s population to increase 40,000 since 
1910. This added to the usual increase from other sources 
more than justifies the figure, 214,000 for 1916. 

Growth of population based on increase in numbers of 
inhabitants in other cities larger than Toledo, is repre¬ 
sented by curves 1 and 2, Plate No. 5. On Plate No. 1, 
the size of various American cities is shown for each 
decade by U. S. Census. On Plate No. 2, these curves, with 
the exception of Toledo, are moved horizontally to the 
right until they pass thru the upper end of the Toledo 
curve. This arrangement, Plate No. 2, shows the growth 
of each of the large cities as it passed Toledo’s present 
size. An arithmetical mean of . the sizes of each of these 
cities at even decades after each passed the 214,000 mark, 
gives the heavy broken line. The same curve is shown as 
curve No. 1 on Plate No. 5. Curve No. 2, Plate No. 5, is 
similarly derived from figures using only the Lake Cities, 
i. e., Cleveland, Buffalo, Detroit and Milwaukee. It will 
be noted by reference to Tables I and II that certain cities 
have been unusual in their growth and have been omitted 
from these calculations. As for instance, New York, 
Chicago and Philadelphia passed Toledo’s present size at 
times when the conditions for city growth were very dif¬ 
ferent than they are now. Baltimore, Cincinnati and San 
Francisco grew very slowly and are omitted, leaving St. 
Louis, Boston, Detroit, Buffalo, Cleveland, Pittsburg and 
Milwaukee, to be considered in this study. 

Growth of population, based on percent increase per 
decade, is shown by curves 3 and 4, Plate No. 5. These 
curves were derived by using the same cities as were used 
in the previous discussion. Plate 3 was prepared to show 
that, irrespective of size, cities are growng more slowly 
in recent years than they did formerly. Whence we can¬ 
not expect Toledo to grow as fast as other cities have, 
which have passed Toledo’s present size some years ago. 
This fact is brought out by curve 3, Plate 5. Plate 4 shows 



POPULATION OF THE CITY OF TOLEDO 


19 


the rate of growth of several American cities at various 
stages of their growth. The data upon which these curves 
are constructed are contained in Table III. A mean curve 
is produced from which the data in Table IV is' derived, 
and curve No. 4, Plate 5, results. 



20 


POPULATION OF THE CITY OF TOLEDO 


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POPULATION OP THE CITY OF TOLEDO 


21 


TABLE IV. POPULATION OF TOLEDO, COMPUTED FROM YEAR TO 
YEAR BY PERCENT INCREASES TAKEN FROM 
CURYE ON PLATE 4. 


Date 

Population 

Annual 
% Increase 

Annual 

Increase 

1916 

214,000* 

5.54 

11,800 

1917 

225,800 

5.39 

12,100 

1918 

237,900 

5.24 

12,450 

1919 

250,300 

5.01 

12,500 

1920 

262,800 

4.89 

12,900 

1921 

275,700 

4.73 

13,100 

1922 

288,800 

4.51 

13,000 

1923 

' 301,800 

4.38 

13,200 

1924 

315,000 

4.17 

13,200 

1925 

328,200 

4.02 

13,200 

1926 

341,400 

3.82 

13,100 

1927 

355,500 

3.70 

13,200 

1928 

368,700 

3.55 

13,100 

1929 

381,800 

3.40 

12,500 

1930 

394,300 

3.27 

12,900 

1931 

407,200 

3.13 

12,700 

1932 

419,900 

3.00 

12,600 

1933 

432,500 

2.88 

12,500 

1934 

445,000 

2.80 

12,400 

1935 

457,400 

2.70 

12,400 

1936 

469,800 

2.60 

12,200 

1937 

482,000 

2.50 

12,000 

1938 

494,000 

2.44 

12,000 

1939 

506,000 

2.40 

12,100 

1940 

518,100 

2.33 

12,100 

1941 

530,200 

2.27 

12,000 

1942 

542,200 

2.21 

12,000 

1943 

554,200 

2.18 

12,100 

1944 

566,300 

2.14 

12,100 

1945 

578,400 

2.10 

12,100 

1946 

590,500 

2.07 

12,200 

1947 

602,700 



*Note.—These are not the figures used in the final estimate. (See 
page 17.) 


DENSITY OF POPULATION AND AREA OF THE 
CITY OF TOLEDO. 

The first section of this report is a population study 
of Toledo, considered as a whole, which fixes the total 
number of inhabitants within its future boundaries at 
various dates in advance as far as the year i960. Since 
this report has to do with the Ten Mile Creek district, 
exclusive of other parts of the city, it still remains to 
determine first, what portion of the future population will 
dwell on the Ten Mile Creek drainage area, and second, 
how much of this drainage area will be included within 
the City limits by i960. The method of arriving at a solu¬ 
tion of these two problems may be briefly outlined, step by 
step, as follows: 

1st. The average density of population of Toledo in 
persons per acre, will be determined for i960. 

2nd. Knowing the density for i960, and the total 
population, we can arrive at the total area of the City 
for i960. 




POPULATION OP THE CITY OF TOLEDO 


-> ? 


3rd. Knowing the amount of territory to be annexed 
by i960, it remains to determine what sections will be 
taken in. 

4th. The i960 density for the area within the present- 
City limits will be determined. 

5th. Knowing the average density and the density 
within the present city limits, we can arrive at a density 
figure for the outlying territory to be taken into the City 
by i960. 

The course of reasoning, outlined above sounds very 
simple, and it would be simple if exact figures could be 
obtained for each of the quantities used in the computa¬ 
tions. The figures, however are not exact, but they are 
checked by as many different methods as possible. There 
follows a table giving the final results of this study and 
below that, a detailed discussion of each of the operations 
outlined above. 


DENSITY AND AREA. 

TABLE V. RESULTS OF DENSITY AND AREA STUDY. 

Total population of Toledo for 1916. 214,000 

Total population of Toledo for 1960. 700,000 

Total area of Toledo for 1916.• 17,830 acres 

Total area of Toledo for 1960. 35,000 

Area to be annexed to Toledo between the years 

1916 and 1960. 17,170 “ 

Average density of population of Toledo for the 

year 1916 ... 12 persons per acre 

Average density of population of Toledo for the 

year 1960 . 20 “ “ 

Average 1960 density of population for the terri¬ 
tory at present within the City limits. 33.9 

Average 1960 density of population for the terri¬ 
tory to be annexed to Toledo between 1916 

and 1960 . 5.6 “ “ “ 


DETAIL CONSIDERATIONS. 

1 he working out of each step in this study is con¬ 
sidered as follows:— 

1. Density of population for i960. 

1 his phase of city development is one which is very 
different in different localities as will be seen from the 
following table. 












POPULATION OF THE CITY OF TOLEDO 


23 


TABLE VI. SHOWING DENSITY OF POPULATION IN AMERICAN 
CITIES AS RELATED TO SIZE, AGE AND LOCATION. 


City 

Density 

persons 

Population 

Area 

Popula¬ 
tion 1850 

Longitude 

degrees 

west 


per acre 

1910 Census 

acres 

Census 

of Boston 

Jersey City, N. J. 

32 

268,000 

8,300 


2 

Baltimore, Md. 

Boston, Mass. 

29 

558,000 

19,300 

169,000 

5 

27 

670,000 

24,700 

137,000 

0 

New York, N. .Y. 

26 

4,767,000 

183,500 

516,000 

2 

Milwaukee, Wis. 

25 

373,000 

14,600 

20,000 

6 

Pittsburgh, Pa. 

20 

534,000 

26,500 

68,000 

8 

Cleveland, O. 

19 

560,000 

29,200 

17,000 

10 

Chicago, Ill. 

19 

2,185,000 

117,800 

30,000 

16 

Detroit, Mich. 

18 

466,000 

26,100 

21,000 

11 

St. Louis, Mo. 

17 

687,000 

39,300 

78,000 

19 

Buffalo, N. Y. 

17 

424,000 

24,800 

42,000 

7 

San Francisco, Cal.. . 

14 

417,000 

29,800 

51 

Cincinnati, O. 

11 

364,000 

32,200 

115,000 

13 

Toledo, O., estimate 
for 1960. 

20 

700,000 

35,000 

3,829 

12 


DENSITY AND AREA. 


A study of this table will indicate that no relation 
exists between density of population and total population. 
Likewise, there is no very definite relation between density 
and age of city, if we may take population by 1850 U. S. 
census as an indication of the early importance of each city. 
The 1850 census is the first one covering most of the cities 
in this table. The nearest approach to any law governing 
density is its relation to the distance a city is west from 
the Old New England settlements. This is expressed in 
column 6 as degrees of longitude west of Boston. This 
relation is by no means exact, but taken for all it is worth, 
it seems to indicate that Toledo will eventually assume a 
density of about 19 per acre. 

What is of more importance* than any of the fore¬ 
going, is a study of Toledo’s present and past density of 


population. 

This is set down 

in Table VII and 

Plate VI. 

TABLE VII. 

POPULATION, AREA AND DENSITY OF POPULATION 
OF TOLEDO FROM 1837 to 1916 . 

Density 

Year 

Population 

Area (acres) 

population 
per acre 

1837 

No returns 

5,671 

• . . 

1850 

3,829 

5,671 

0.7 

1853 

6,810 

5,671 

1.2 

t i 

4 4 

7,569 

0.9 

1860 

13,768 

4 4 

1.8 

1870 

31,584 

4 < 

4.2 

1872 

35,294 

4 4 

4.7 

* < 

44 

14,376 

2.5 

1880 

50,137 

44 

3.5 

1890 

81,434 

44 

5.7 

1892 

91,511 

4 4 

6.4 - 

< 4 

4 4 

16,026 

5.7 

1900 

131,822 

4 4 

8.2 

1910 

168,497 

4 4 

10.5 

1913 

188,000 

44 

11.7 

*4 

4 4 

15,933 

11.8 

1916 

214,000 

44 

13.4 

44 

4 4 

17,830 

12.0 


















24 


POPULATION OF THE .CITY OF TOLEDO 



Plate VI 

The years tabulated in 1 able VII are those in which 
a census was taken, or else the city boundaries were 
changed. It will be noted that a slight error occurs in 
column 2 where population is given as the same figure 
before and after boundary changes. No data are available 
which would indicate the number of people taken in with 
each increase of area. The error is slight and corrects 
itself in the course of a year or two. 





















































POPULATION OF THE CITY OF TOLEDO 


25 


The small stars on Plate VI indicate the density at 
each census year, and two values are plotted for each year 
when the City boundaries changed, the higher one for 
density before annexation of new territory, and the lower 
one for the density after taking in new areas. A smooth 
curve is drawn thru these points and extended to i960. 
It will be noted that the curve is drawn down at the end 
to conform more nearly with conditions as they are 
expected to exist in Toledo in the future. A final value 
of 20 has been adopted as the density for i960. 

2 . Area of Toledo for i 960 . 

Three factors enter to help fix the i960 area; viz: the 
rate of increase in the are.a of Toledo up to 1916; the pres¬ 
ent real estate activity in districts adjacent to Toledo; and 
the estimated future population and density of population. 

The area of Toledo for various times in the past is 
plotted as small circles on Plate VI. A smooth curve is 
drawn thru these points, which represents, in a general 
way, Toledo’s past rate of increase of area-. If for i960, 
the total population is to be 700,000 and the density per 
acre, 20, it follows that the total area for i960 will be 
35,000 acres. Before deciding on the density figure, ot 
20, we noted the effect that it would have on the area 
curve when continued to i960. Using this value of 20, 
the curve of areas rises more rapidly after 1916 than it 
has in the past, but when we consider the nature and 
extent of the home building operations that are going 
on in the territory outside of the present city limits, this 
estimate of 35,000 acres for the area of Toledo for i960 
is entirely satisfactory. 

3 . Location of the i 960 City Limits. 

This feature of the development of Toledo depends, 
of course, entirely upon local conditions. A careful survey 
of the outlying districts was made, covering the entire 
area around Toledo as far out as any signs of real estate 
activity are apparent at present. Each allotment was 
considered by itself and classed (a) as not occupied by any 
houses at present, or showing any signs of immediate 
development, or' (b) as not at present occupied but show¬ 
ing every indication of immediate development (Presence 



26 


POPULATION OF THE CITY OF TOLEDO 


of sewers, lights; water mains, walks or pavements are 
taken as indications of immedate development), or (c) 
as areas platted and partly occupied at present. In addi¬ 
tion, special attention was paid to areas where industrial 
development is likely to occur. 

All of these features are laid out on Plate VII in such 
a way as to show conclusively the present tendencies of 
growth. The various City limits are shown from 1837, 
the date of the founding of Toledo to the year 1916. The 
i960 City limits were put on so as to include those areas 
which show unmistakable signs of development at the 
present time, as. indicated by the survey. The area added 
was then checked against the figure obtained in Article 2 
above. 

4 . The i 960 Density of Population for the Area with¬ 
in the Present City Limits. 

In order to arrive at this estimate, a detail study of 
the density of population for past years for nine sections 
of the City was made. The sections are lettered from A 
to I consecutively and their location is shown on the map, 
Plate VIII. These sections were chosen in such a way 
as to give an average result for' the whole City. The 
wards and school districts of Toledo have been changed so 
frequently in the past that they could not be used as sec¬ 
tions and arbitrary sections had to be adopted. 

A brief location and description of each section is 
given here. 

Section “A”—Immediately north -west of the business 
district, bounded by Adams, Washington, Michigan and 
21st Sts. 

Section “B”—Vicinity of Broadway and South Sts., 
bounded by Maumee, Western, Hawley and Orchard Sts. 

Section C —‘Manhattan, bounded by Summit, Col¬ 
umbus, Kalamazoo and Pontiac Sts. 

Section D Air Line Junction Polish Settlement, 
bounded by Hawley, Indiana, Brown and Buckingham 
Sts. 

Section “E”—Vicinity of Virginia and Winthrop Sts., 
bounded by Fulton, Bancroft, Lawrence and Islington Sts. 

Section F ’ East Toledo, bounded by Navarre, Oak 
Greenwood and Belt Sts. 



POPULATION OF THE CITY OF TOLEDO 


27 a 








































































































































































































POPULATION OF THE CITY OF TOLEDO 


27 


Section “G” —- Lagrange St. Polish Settlement, 
bounded by Central, Franklin, Pearl and Elm Sts. 

Section “H”—Center of Business, bounded by Adams, 
Summit, Washington and Michigan Sts. 

Section “ 1 ”—Lower Town, bounded by Superior, 
Stickney, Champlain and Elm Sts. 

Table VIII shows all the density data which could be 
compiled for these nine sections.' The contents of Table 
VIII is shown graphically on Plate IX. 

The population in each section was obtained in the 
following manner: The ward boundaries for any given 
year, say 1880, were laid out on a map and also the nine 
section boundaries. Each section is composed of parts of 
one or more wards. The density of each ward is given by 
the U. S. census. The density of each section is made up 
of a weighted mean of the density of the ward or wards 
in which it lies, for the particular year in question. 


TABLE VIII. DENSITY OF POPULATION IN VARIOUS SECTIONS OF 
THE CITY, 1880 TO 1960. 


Date 

Density 

of Population 

in Persons Per 

Acre 

in Section— 


A 

B 

' C 

D 

E 

P 

G 

H 

I 

1880 

2.5 

4.7 

1.9 

4.4 

3.6 

1.1 

2.6 

16.1 

1.6 

1890 

4.0 

9.4 

3.4 

9.0 

6.8 

2.3 

4.8 

18.5 

3.5 

1900 

26.0 

16.3 

3.6 

8.7 

9.4 

6.8 

9.6 

27.5 

3.3 

1907 

29.5 

12.2 

4.5 

19.8 

11.0 

7.5 . 

12.2 

28.3 

9.9 

1909 

29.9 

11.5 

4.6 

20.9 

11.4 

8.4 

14.1 

28.4 

9.9 

1910 

28.0 

11.3 

4.8 

22.1 

11.8 

8.8 

13.3 

25.1 

12.4 

1915 

38.4 

24.6 

5.2 

24.2 

22.0 

14.3 

22.3 

36.6 

21.0 

1916 

41.6 

24.6 

5.4 

23.7 

21.6 

14.5 

22.6 

40.1 

21.1 

1960 

Estimated 









45. 

40. 

18. 

45. 

40. 

30. 

45. 

42. 

50. 


For the years 1907 to 1916, a school census is avail¬ 
able. Proper factors were applied to this to give the total 
population in each section. These figures were used in 
conjuction with the U. S. Census for the years 1907, i 9°9 
and 1910. School Census alone gives density for years 
after 1910. Thus it will be seen that the population 
density, given for any section does not apply strictly to 
the area included within its boundaries, but is a figure 
applicable to the general locality in which the section is 
located. Thus making up the mean density for 1960, each 
section density is given a weight proportional to the area 
which it may be said to represent.. 

Reference to Plate IX will show the characteristics of 
the growth of each of the nine sections of the City. Noth¬ 
ing more need be said concerning the past growth of each 



28 


POPULATION OF THE CITY OF TOLEDO 


section. Before continuing the curves beyond the year 
1916, a thoro search thru the literature on this subject, 
concerning other cities, was made to obtain densities which 
exist elsewhere in localities simlar to the nine sections 
in Toledo. Bearing in mind the results thus obtained, 
each of the nine curves on Plate IX was continued from 
1916 to i960. The most striking feature of the curves 
representing future development, is the fact that Sections 
“A” and “H” have been represented as decreasing in 
density in years to come as the commercial district more 
completely crowds out the living quarters that now exist 
in the heart of the City. The density in the Manhattan 
section is low, due to the large swamp areas, which will 
be slowly reclaimed. 

Applying the densities indicated for each section for 
i960 on Plate IX to the proper areas, we get a mean i960 
density for the whole area, lying within the present City 
limits of 33.9 persons per acre. 

5. i960 Density of Population in the Area to be 

Annexed to Toledo Between 1916 and i960. 

i960 density within the present City limits. 

.33.9 persons per acre 

Present area of the City.17,830 acres 

Estimated population' which will live within the 

present City limits by i960.604,000 persons 

Estimated total population of Toledo for i960. 

...700,000 persons 

Estimated i960 population which will live in the area 
to be annexed to Toledo between 1916 and i960 

.'.94,000 persons 

Area of the territory to be annexed to Toledo between 

1916 and i960. ....17,170 acres 

Estimated i960 density of population in the territory 
to be annexed to Toledo between 1916 and i960 
... 5.6 persons per acre 












POPULATION OP THE CITY OF TOLEDO 


29a 



Platt, vm 






























































































































































































r< Y > < i 'I-'! ■■ 

















































Population per Acre 


POPULATION OF THE CITY OF TOLEDO 


29b 


50 


A 5 


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Ci tv or Toledo 

Department of Public Service 

Division of Engineering and Construction 

Curves of Density of Population in 

Various Sections in the City isso-i 960 

Office or Sanitary Engineer 

OcroDtA I9«6 





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Period m Years 


1660 


1690 


1900 


1910 


1920 


»950 


1940 


1950 


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Plate IX. 


Population P cr 


























































































































CHEMICAL EXAMINATION OF SEWAGE 


3ia 




























'l' : ! /. //■ 












CHEMICAL EXAMINATION OF SEWAGE 


2 9 


CHEMICAL EXAMINATION OF SEWAGE 
EMPTYING INTO TEN MILE CREEK. 

Sewage analyses were made in order to determine the 
character of the sewage which now empties into Ten Mile 
Creek; to discover, in particular, what the effect of the 
local trade wastes is upon this sewage; and in general to 
find the concentration and composition of this sewage. 
All of these factors have a particular bearing on the proper 
design of a disposal plant for this area. 

Method of Sampling— 

Samples were collected each hour of the day and 
night for 25 consecutive hours on three different occa¬ 
sions—• 

1— From 8 A. M. Thursday, Aug. 31 to 9 A. M. Sept. 1 

2— From 8 A. M. Friday, Sept. 8 to 9 A. M. Sept. 9 

3— From 8 A. M. Tuesday, Sept. 12 to 9 A. M. Sept. 13 

This procedure does not apply to West Toledo, which 

was visited on Sept. 8 and 9 and 12 and 13 only, and then 
samples were collected once in two hours with some 
irregularities. 

Care was taken to select days which would be repre¬ 
sentative of average conditions ; that is, no samples were 
taken on Sunday or Monday. The samples were taken 
during a period of low ground water and no rain occurred 
to interefere with the results. 

Samples were collected at each of the five main outfall 
sewers which empty into Ten Mile Creek, viz.: 

Monroe St. which is the outlet of Sewer District 
No. 27. 

Ayres Ave. which is the outlet of Sewer District 
No. 26. 

Sewer No. 34 which is the outlet of Sewer District 
No. 16. 

Lagrange St. which is the outlet of Sewer District 
No. 22. 

West Toledo which is the outlet of Sewer District 
West Toledo. 

Reference to the map, Plate X, will show the location 
and extent of each sewer district except West Toledo, 
which has just recently been taken into Toledo. 






CHEMICAL EXAMINATION OF SEWAGE 


Samples were collected at each out-fall in 2.5 liter, 
glass-stoppered bottles. At the time of collecting each 
sample, temperature observations were made of -the 
sewage in the sewer. At the same time, the head on the 
weir in each sewer was observed to determine the rate 
of discharge of sewage at the time of sampling. 

Analysis of Samples— 

Samples were analyzed in the laboratory of the 
Toledo Filter Plant, which is approximately eight miles 
from the points where the samples were collected. Samples 
were collected for two consecutive hours by one party 
with an automobile and then taken to the laboratory for 
immediate analysis. In the meantime another party had 
returned to Ten Mile Creek from the laboratory, and 
were ready to take the samples for the next two hours, 
and so on. All analytical work was conducted in accord¬ 
ance with the “Standard Methods” as prescribed by the 
American Public Health Association. 

The routine of analysis is as follows. Examinations 
were made immediately upon the receipt of samples, for— 

Turbidity—By the candle method. 

Chlorine—Titration with silver nitrate. 


Oxygen Consumed—Boiled thirty minutes. 


Settling Solids—Settled two hours in Imhoff Cones. 
In addition, 100 c.c. of each sample, except the second 
8 A. M. sample, was drawn off and put in a bottle and 
chloroformed to make up a 24 hour composite, upon which 
to make the following tests— 


Nitrogen as— 

Free ammonia 
Albuminoid ammonia 
Total organic 
Solids (by evaporation) 
Total 
total 
volatile 
fixed 


Suspended solids 
total 
volatile 
fixed 

Dissolved solids 
total 
volatile 
fixed 


The results of the analyses are expressed as parts per 
million by weight, (p.p.m.) with the following exceptions, 



CHEMICAL EXAMINATION OF SEWAGE 


3 1 


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City op Toledo. 

Department or Public Service, 

Division or Engineering and Construction. 

Hourly Sewage Analyses and Discharge. 

Office of Sanitary Engineer 

October i9ig. 

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Sewer discharge—million gal. per day (m.g.d.) or 
—gallons per capita per day (g.c.d.). 
counting the people actually connected to the sewers. 

Temperature—Degrees F. 

Results of Analyses— 

The result of the analysis of each individual sample 
does not appear in this report. All of the hourly means 
of the three analyses on the three different dates are 
shown graphically on Plates XI, XII, XIII, XIV, and XV. 






























































These plates are constructed as follows: Refer to Plate 
XI, and in particular, the curve labeled “Chlorine.” Let 
us see how any point pn this curve is located, as for in¬ 
stance, the intersection of this curve with the vertical line 
above 12 noon. Samples were collected at noon on three 
different days at the Monroe St. outfall, and analyzed for 
chlorine, among other things, giving the following results: 












































































CHEMICAL EXAMINATION OF SEWAGE 


33 



Sample collected at 
12 Noon on Date. Chlorine 

Aug. 31. 79.2 p.p.m. 

Sept. 8. 91.2 p.p.m. 

Sept. 12. 96.0 p.p.m. 

Mean . 88.8 p.p.m. 

The mean of all the chlorine analyses, made on 
samples, collected at Monroe St., on all of the days and 
all of the hours, (omitting the samples collected at the 
































































34 


CHEMICAL EXAMINATION OF SEWAGE 



second 8 A. M. of each run) is 89.0. Thus the 12 noon 
mean is 99.8 percent of the mean for the day. To plot the 
point for noon, follow up the vertical line "for noon, to a 
point corresponding to 99.8% on the left hand scale. For 
each percent there is a corresponding value of chlorine, 
expressed in p.p.m. written in a column at the right. Going 
thru the same process for each of the 24 hours, for chlorine 
and each of the other chemical analyses, as well as sewer 
discharge, 25 points are plotted on each curve and the 
curves are drawn in. 


Plate JOY 




































































































CHEMICAL EXAMINATION OF SEWAGE 


35 



Since the chemical analyses of composite samples are 
not shown on these curves, Table IX is constructed (see 
page 36). The first five columns of figures in Table IX 
contain the means of the analyses of all the samples (ex¬ 
cepting the second 8 A. M.) taken from each sewer. The 
sixth column is a weighted mean of the preceding five 
columns, made up as follows. Take, for instance, the line 
labeled temperature. The Monroe St. sewer discharged 
242,500 gal. of sewage per day at a temperature of 67 





















































































CHEMICAL EXAMINATION OF SEWAGE 


36 


degrees. Multiply these two factors together. Do the 
same for each of the other sewers. Add the products and 
divide by the sum of the sewer discharges, 6,117,200. The 
result is 87 which is the temperature of the mixture of all 
these sewages. Thus the last column in Table IX is ap- 


TABLE IX. CHEMICAL ANALYSES OF SEWAGE ENTERING TEN 
MILE CREEK, 24 HOUR MEAN VALUES. 


Sewer 

Monroe 

St. 

| Ayres 
Ave. 

No. 34 

La¬ 

grange 

St. 

West 

Toledo 

Com¬ 

posite 

Discharge m. g. d. . . . 

Discharge g. c. d. 

.2425 

129 

.5700 

153 

4.5267 

269 

.3675 

24 

.4105 

6.1172 

Temperature F. 

67 

82 

93 

63 

62 

87 

Turbidity . 

221 

131 

138 

314 

98 

149 

Chlorine . 

89 

106 

126 

235 

91 

127 

Oxygen Consumed.... 

29 

45 

41 

105 

48 

45 

Settling Solids. 

Nitrogen as— 

517 

2278 

2293 

3350 

42 

2140 

Free ammonia. 

15.0 

7.2 

13.8 

37.5 

12.5 

14.5 

Alb. ammonia. 

12.0 

15.2 

16.2 

29.0 

15.0 

16.7 

Total organic. 

Solids 

Total 

27.7 

25.0 

27.5 

37.5 

30.1 

28.1 

Total . 

888 

862 

917 

1039 

474 

890 

Fixed . 

701 

566 

668 

622 

293 

632 

Volatile . 

Suspended Solids 

187 

29-6 

249 

417 

181 

257 

Total . 

140 

154 

157 

263 

11 

153 

Volatile . 

53 

122 

109 

166 

8 

105 

Fixed . 

Dissolved Solids 

87 

32 

48 

97 

3 

48 

Total . 

748 

708 

760 

776 

463 

737 

Volatile . 

134 

174 

140 

252 

173 

152 

Fixed .. 

614 

534 

620 

524 

290 

585 

Alkalinity. 

219 

202 

186 

422 

249 

207 


proximately a chemical analysis of the sewage which will 
be discharged from the proposed Ten Mile Creek Inter¬ 
cepting Sewer, and, what is more to the point, it is the 
sewage which will have to be treated by the proposed Ten 
Mile Creek Disposal Plant. 

\\ e sa)^ that this method of arriving at an analysis 
of the supposed combined sewage is approximate for this 
i eason. Many chemical and bacterial actions are g'oing 
on in sewage as it passes down a sewer. These actions are 
continually changing the oxygen and nitrogen constituents 
of the sewage. So when we allow time enough for the 
concentration of the sewag'e at the out-fall of the inter¬ 
cepting sewer, some changes will have taken place, which 
are not accounted for here. These changes will not effect 
the results very materially. 

Table X is compiled to give a comparison of the 
sewage draining into the Ten Mile Creek Basin, with that 








































CHEMICAL EXAMINATION OF SEWAGE 


37 


from other cities with various characteristics, as indicated 
in the table. The figures, given for Toledo, are those 
which represent the combined sewage to be treated at the 
disposal plant. 


TABLE X. ANALYSES OP SEWAGE PROM THE TEN MILE CREEIv 
DISTRICT OP TOLEDO, COMPARED WITH THOSE 
FROM OTHER AMERICAN CITIES. 


m 

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Sewage Discharge g\ c. d. 

Nitrogen as— 

Free ammonia. 

Albuminoid ammonia. 

Total organic. 

Oxygen Consumed. 

Chlorine . 

Alkalinity .. ’ 

Solids 

Total . 

Volatile ;. 

Fixed . 

Suspended Solids 

Total . 

Volatile . 

Fixed . 

Dissolved Solids 

Total . 

Volatile . 

Fixed. 


151 

95 

178 

80 

14.5 

26.5 

10.6 

27.0 

16.7 

11.9 

7.0 

8.0 

28.1 

24.1 

8.0 

18.0 

22.5 

133 

59 

71 

127 

109 

48 

47 

207 

129 

154 


890 

1058 

1355 

603 

257 

635 

452 

393 

632 

423 

902 

210 

153 

384 

214 

342 

105 

288 

145 

260 

48 

96 

69 

82 

737 

608 

1052 

261 

152 

270 

241 

133 

• 585 

338 

811 

128 


69 

39.0 

11.0 

24.0 

107 

83 


730 

448 

282 

242 
203 

39 

488 

245 

243 


Notes.——Most of the data in this table are taken from “American 
Sewerage Practice,” by Metcalf & Eddy. 

Chlorine in the City water supply averaged 41 p.p.m. at the time 
of these sewage analyses. 


The chemical analyses as compared with those of 
other cities in Table X, show that the Ten Mile Creek 
sewage is of medium concentration, as indicated by the 
solids tests, the largest component of which is the fixed 
dissolved solids. The composition of the sewage is 
medium, neither decidedly fresh nor stale, as indicated by 
the nitrogen tests. The oxygen consumed results are 
very low; no cause has been assigned to account for this 
feature. Chlorine, generally taken as an indication of 
pollution, is very high. It should be noted that the 
chlorine in the City water supply is very high, being 41 









































38 


CHEMICAL EXAMINATION OF SEWAGE 


parts per million at the time in question. The trade 
wastes that enter the City sewers do not have any very 
marked effect on the sewage. 

Local Conditions— 

A brief statement of the important features of each 
of the sewer districts, drained into Ten Mile Cre *k, is 
given here in Table XT. 


TABLE XI. MISCELLANEOUS DATA REGARDING THE SEWER 
DISTRICTS TRIBUTARY TO TEN MILE CREEK, 
DERIVED FROM A HOUSE TO HOUSE 
CANVASS OF THE DISTRICTS. 


Out-fall Sewer 

Sewer District 

Monroe 

St. 

No. 27 

Ayres 
Ave. 
No. 26 

No. 34 

No. 16 

Lagrange 

St. 

No. 22 

West Toledo 

West Toledo 

Total Area (acres).... 

295 

288 

1083 

502 

654 

Residential Area. 

225 

181 

904 

501 

654 

industrial Area. 

29 

62 

129 

1 

0 

Population 






Total Resident. 

2,634 

3,902 

17,087 

17,838 

About 700 

Not Connected. 

745 

229 

245 

1,530 

Sewer 

Sinks and Vaults only 

191 

793 

407 

10,013 

Connections 

Modern Plumbing-. . . . 

1,698 

2,917 

16,435 

5,295 


Class of Population. . . 

Middle 

Middle 

Good 

Poor 

Middle 

Number of Persons Em¬ 
ployed by Industries 
in District, may or 






may not be residents. 

763 

2,131 

19,986 

95 

None 

Total Length of 




Sewers (miles). 

6.73 

5.96 

17.82 

11.70 

10.93 


A study of Table XI in connection with Table IX 
and Plates XI to XV, will reveal many interesting rela¬ 
tions between chemical analyses, sewer discharge and the 
sewer census. However we will not take the time or 
space to go into a discussion of this subject here. 


Industrial Wastes— 

Sewer District No. 27, Monroe St. out-fall— 

The industries in this district are confined to the metal 
trades, such as, foundries, machine shops and automobile 
factories. The wastes are principally cooling water and 
sanitary sewage. 

Sewer District No. 26, Ayres Ave. out-fall— 

This district is very similar to No. 27, one exception 
being the presence of a large pickle factory. 

Sewer District No. 16, Sewer No. 34 out-fall— 

The industries in this district are chiefly glass fac¬ 
tories and machine shops, with two other more important 




















CHEMICAL EXAMINATION OF SEWAGE 


39 


industries, the Willys-Overland Automobile Co. and the 
Toledo Railways & Light Co.’s central power station at 
the corner of Detroit Ave. and Council St. A special 
investigation was made at each of these two plants, which 
brought to light the following facts. 

The Council St. power station discharged Ten Mile 
Creek water at the rate of 1,335,000 gal. per clay at about 
135 degrees F., into Sewer District No. 16. The rate of 
discharge from 7 A. M. to 11 P. M. was 1,772,000 gal. per 
day. The rate from 12 night to 6 A. M. was 276,000 gal. 
per day. One hour should be allowed for the flow time 
from the power plant to the outfall. This water is used 
in a jet condenser for a 3,000 Iv. W. steam turbine. To 
give an idea of the quality of the Creek water, before it 
1S pumped thru the station, the following analysis was 
made on July 26, 1916. 

Temperature 84 degrees F. 

Oxygen consumed (30 minutes) 48 p.p.m. 

Chlorine 94 p.p.m. 

Dissolved oxygen o % 

Relative stability o % 

The Willys-Overland Co. employes 18,000 men, 
16,000 during the day and 2,000 at night. This factory 
discharges 1,500,000 gal. daily into the sewers of District 
No. 16. Of this amount 1,010,000 gal. are discharged during 
the hours from 6 A. M. to 6 P. M. and 490,000 gal. during 
the night shift. This sewage comes almost entirely from 


TABLE XII. CHE3IICAL ANALYSES OF OVERLAND INDUSTRIAL 

WASTES. 



Sewer 
No. 1 

Sewer 
No. 2 

Sewer 
No. 3 

Sewer 
No. 4 

Sewer 
No. 5 

Totals 

& 

Means 

Discharge g. d. 

29,300 

37,000 

17,200 

185,500 

396,000 

664,000 

Solids 

Total 


Total. 

51,600 

1,000 

4,100 

7,100 

1,600 

5,380 

Fixed . 

34,700 

900 

3,800 

6,700 

1,200 

4,250 

Volatile . 

16,900 

100 

300 

400 

400 

1,110 

Suspended Solids 





Total. 

5,600 

300 

2,300 

500 

400 

700 

Fixed . 

1,300 

300 

2,200 

200 

200 

280 

Volatile . 

4,300 

0 

100 

300 

200 

410 

Dissolved Solids 






Total. 

46,000 

700 

1,800 

6,600 

1,200 

4,600 

Fixed . 

33,400 

600 

1,600 

6,500 

1,000 

3,900 

Volatile . 

Free Sulphuric Acid 
Total Acidity. 

12,600 

11,850 

36,400 

100 

200 

172 

100 

3,380 

6,670 

200 

700 

70 

394 

190 

1,910 

Total Iron Ferric. . . 
Ferrous Iron. 

11,069 

10,075 

40 

330 


72 

538 

































40 


CHEMICAL EXAMINATION OF SEWAGE 


toilets and wash rooms. The above quantities are exclu¬ 
sive of a daily discharge of 912,000 gal. of industrial wastes, 
directly into the Creek at the Plant. Cooling water, water 
from drinking fountains, and heat treatment tanks, liquors 
from pickling vats and nickel plating operations go into 
the Creek. The industrial wastes are discharged into the 
Creek mainly thru five sewers. Composite samples from 
each of these sewers were analyzed, giving the results 
contained in Table XII. 

The last column of the table is approximately a 
chemical analysis of the combined Overland wastes, now 
emptying into Ten Mile Creek, computed in the same 
manner as the last column of Taxle IX, page 36. 

It will be seen that the Overland wastes are very acid. 
To find their effect on the combined total sewage to be 
carried by the intercepting sewer, 664,000 gal. of the Over¬ 
land sewage with an acidity of 1910 p.p.m. is assumed to 
mix with 6,120,000 gal. of sewage from all the other parts 
of the Ten Mile Creek District (alkalinity 207 p.p.m.). 

The resulting mixture would be about neutral at times 
when the intercepting sewer is discharging at a rate equal 
to the mean daily rate. The resulting conditions would be 
that the sewage below the Overland, down as far as the 
outlet of sewer No. 34, would at all times be acid. Since 
the Overland acid sewage continues night and day at 
practically the same strength and rate of discharge, but all 
other sewage from the district flows at a varying rate, 
which at night is approximately 76% of the mean daily dis¬ 
charge, it is plain that the mixture of Overland sewage with 
all other sewage from the Ten Mile Creek District would 
produce an acid sewage (approximately 58 p.p.m. acidity) 
during the early morning hours. There are two serious 
objections to such a situation; first, it would cause a rapid 
deterioration of the sewers thru which the sewage would 
flow, being especially bad in the neighborhood of the 
Overland Plant; second, an acid sewage would interfere 
very seriously with any method of sewage disposal where 
biological activity is depended upon to produce the purifi¬ 
cation. 

From the foregoing it seems clear that the Overland 
sewage should be eliminated from the Creek and should 
be treated before being emptied into the City sewers. 



QUANTITY OF SEWAGE 


41 


Sewer District No. 22, Lagrange St. Sewer. 

This district is made up almost entirely of small 
houses of Polish laborers and mechanics. The population 
is very dense for Toledo, and only a few houses are 
equipped with modern plumbing. A laundry and.a bot¬ 
tling works in this district contribute about one fifth of all 
the sewage. 

West Toledo. 

This district is newly organized; it has a large area and 
a great length of sewers compared to the number of houses 
connected. The sewage is largely ground water mixed 
with some sanitary sewage. 


QUANTITY OF SEWAGE DISCHARGING INTO 
TEN MILE CREEK 

Resolved into its components and reduced to unit 
rates of discharge. 

The sewage emptying into Ten Mile Creek is com¬ 
posed, primarily, of three different parts, ground water, 
domestic sewage and industrial sewage. It is the purpose 
of this section of this report to determine, as accurately 
as possible, what quantities of each of these constituents 
of the sewage, originate in the Ten Mile Creek area. The 
quantities .will be expressed in gal. per day, per acre, or per 
capita, and will be applied to future areas and populations, 
in order to arrive at a total quantity, upon which to base 
the design of sewers, pumping stations, and disposal plants. 

Ground water is the water which continually leaks 
into the sewers from the surrounding ground and does not 
include storm water run off from the surface of the ground. 
It finds its way into the sewer thru the smallest cracks 
in the masonry, and seemingly cannot be entirely excluded, 
no matter how much care is taken in the construction of 
the sewers. The main factors which control the amount 
of ground water entering a sewer are, the height of the 
ground water level above the sewer, the porosity of the 
ground in which the sewer is built, the age of the sewer 
(old sewers leak more than new ones), the care exercised 
in making tight joints when constructing the sewer, and 
the material of which the sewer is made. The rate at 



42 


QUANTITY OF SEWAGE 


which ground water enters any given sewer does not 
change materially from hour to hour. It does change 
however from one season to another, since the height ot 
the ground water changes, being high in spring and sum¬ 
mer and low in fajl and winter. In this report, ground 
water leakage will be expressed as gallons per acre per 
day. This unit is thot to be more rational than a figure 
based on population, size of sewer or length of joints and 
more convenient than a figure based on quantity per mile 
of sewer. 

Domestic sewage is the water entering the sewers 
from all kinds of dwellings. It is essentially that portion 
of the City water supply which is used for domestic pur¬ 
poses. 1 he amount of domestic sewage, coming from any 
given area, depends upon the density, and manner of living 
of the people within the area. People living in houses 
equipped with modern plumbing will, in general, use more 
water than those who do not have modern conveniences. 

Domestic sewage will be expressed as gallons per 
capita per day. 

Industrial sewage is water discharged into the sewers 
from manufacturing plants. The amount of it varies 
greatly with different industries. Its sources are the City 
water supply, deep wells and Ten Mile Creek. Industrial 
sewage will be expressed as gallons per acre per day. The 
industrial acreage of any plant is considered to be the area 
included within its property lines. Adjacent streets, alleys, 
etc., are included in industrial acreages. 

1 he data, upon which the final calculations are based, 
will be given first, together with a discussion of their 
origin and use. Certain abbreviations will be used here¬ 
after as follows: 

g.d. stands for gallons per day. 

g.a.d. stands for gallons per acre per day. 

g.c.d. stands for gallons per capita per day. 

Local Data— 

Water Supply— 

Plate XVI shows Toledo’s water supply, expressed 
as g.c.d. for each year from 1875 to date. The points are 
connected by straight lines and a smooth curve is drawn 
thru them and extended to i960. The data, upon which 



QUANTITY OF SEWAGE 


43 



this curve is constructed, were supplied by the Water 
'Department. It will be noted that the installation of meters 
tended to cut down the per capita consumption until 50% 
of the services were metered. After that point (1900), 
increases in the percent of metered services seem to have 
no effect. The advent of the filtration plant is accompanied 
by an abrupt rise in the water consumption. The water 
supply curve, as it is extended beyond 1916, is flat for a 
few years and then rises gradually. The local conditions 
that govern the extension to i960 are these: The Water 


Plate Xv 1 



































44 


QUANTITY OF SEWAGE 


Department has been authorized to meter 100% of its 
services within the coming year. There has been a sharp 
increase in water rates this year, justified by the fact that 
the filtration of Toledo’s water supply is, necessarily, a 
comparatively costly operation. In conclusion, there is, 
in every growing city, a constant tendency toward an in¬ 
crease m the per capita water consumption. This increase 
is apparent in Toledo, but against it, there are many 
influences which will tend to make Toledo use water more 
carefully than it has in the past. The per capita consump¬ 
tion of 125 gal. daily for i960 is of course a rough approx¬ 
imation, but it serves its purpose in this report. 

In order to find the per capita consumption of water, 
used for domestic purposes, the meter readings on individ¬ 
ual houses were investigated. The data given here covers 
the actual consumption of water by 336 individuals for an 
average period of 2.5 years. The data covers the four 
sewer districts included in the sewer census. 

It was found that the consumption for domestic pur¬ 
poses was: 

In Flats 45 gallons per capita per day 

In class “A” dwellings* 48 gallons per capita per day 

In class “B” dwellings 35 gallons per capita per day 

In class “C” dwellings 17 gallons per capita per day 

A general figure applicable to sewer districts 
Sewer District No. 27 25 gallons per capita per day 

Sewer District No. 26 30 gallons per capita per day 

Sewer District No. 16 38 gallons per capita per day 

Sewer District No. 22 22 gallons pet capita per day 

Sewer Gaugings— 

A careful investigation has been made to determine 
the quantity of sewage now flowing into Ten Mile Creek. 
Five main sewers carry practically all of the sewage that 
goes into the Creek. A weir was built at the out-fall of 
each of these sewers and the hydraulic conditions of the 


*A 11 dwellings were classed as “A”, “B” or “C” ac¬ 
cording to the apparent means of the owners. Class “A” 
is the highest class of residences and constitutes 5% of all 
those in the census area. Class “B” is next, comprising 
31%, and Class “C”, 64%. 




QUANTITY OF SEWAGE 


45 


original weir experiments were duplicated as nearly as 
possible so as to make the results thoroghly dependable. 
Two recording water level gauges were used, giving a 
continuous day and night record of the discharge of each 
of the sewers. 

In the following discharge formulas, the meaning of 
each of the letters is as follows: 

Q—Rate of sewer discharge in cubic feet per second. 

L—Length of crest of weir in feet. 

H—Head on weir in feet. 

hv—Head equivalent to velocity of approach in feet. 

C—Is factor varying with the head and with the 
width of crest. (See U. S. G. S. Water Supply Paper JNo. 
200, page 117.) 

Monroe St. The weir was sharp crested, two feet 
long, both end contractions were suppressed. There was 
no velocity of approach. Heads ranged from 0.1 ft. to 
0.3 ft. 

Formula—Q=3.31 L .007 L. 

Ayres Ave. and Lagrange St. These weirs were 
sharp crested, one ft. long, both end contractions were 
suppressed, there was no velocity of approach. Heads 
ranged from 0.2 ft. to 0.6 ft. 

Formula—Q=3-3i L H 3/2 +-007 L. 

Sewer No. 34. The weir was sharp crested, 3.25 ft. 
long, fully contracted and had a velocity of approach. 
Heads ranged from o.^ ft. to 1 ft. 

.Formula—£>=3.33 (L-0.2H) (H+hv) 3 / 2 

West Toledo. This one was a 90°V notch weir, fully 
contracted with no velocity of approach. Heads ranged 
from 0.50 ft. to 0.75 ft. 

Formula—Q=2.49H 5/2 

Council Street Power Station. To determine the 
amount of cooling water entering the City sewer, we 
made use of a concrete weir 5.94 ft. long, width of crest 
1.0 ft., no end contractions or velocity of approach. Heads 
ranged from 0.1 ft. to 0.4 ft. 

Formula—Q—C L H' 3 / 2 +.oo7L 

All of the gauge records were scaled and a discharge 
computed for each hour thruout the records. Wherever 



46 


QUANTITY OF SEWAGE 



there were any effects of rain storms apparent on the 
lecoids the hourly discharges were rejected from the 
means. The results are shown graphically on Plates XVII 


Census of Sewer Districts— 

In order that the sewer discharges might be resolved 
mto their component parts and expressed in unit quanti¬ 
ties such as ground water as g.a.d., domestic sewage as 



















































































QUANTITY OF SEWAGE 


47 


Ci tv or Toledo. 

Department of Public Service 
Division of Engineering and Construction 

Curves Showing the Discharge or Ayres Ave. Sewer 
Averages from Aug. £ to Sept. 13 

Office of Sanitary Engineer 
October I9I(o. 

Note:- Ck/r/ng th/s record there were // ro/n 
storms rvtth o tbtt/i precipitat/on of £.32 fetches. 
Ground wos dry. Where ercr the /nf/oence of 
ro/n is no Ac e oh/e on the recorps the obseryahons 
ore cost oot. 



962,000 

909,000 

855,000 

802,000 

748,000 , 

695,000 . 


641,000 

1 

588,000 ^ 
(0 


534,000 v 

r 

481000 "8 
$ 

428,000 V, 


314,000 * 
* 

321,000 


Plate Will 


g.c.d. and industrial as g.a.d., a careful census of each of 
the sewer districts, tributary to Ten Mile Creek, was made. 
Every house, store and factory in the area was visited by 
a census taker and the following information was gotten. 

The number of persons living in each house. 

The presence or absence of a sewer connection. 

The presence or absence of bath and toilet in the 
house. 
























































48 


QUANTITY OF SEWAGE 



Each census taker had with him a small piece of a 
map, scale 200 ft. per inch, showing each street and lot 
in his particular section. The information gotten by his 
questions was put down on the map as he went along. In 
addition to the above, he made notes on the areas he 
covered, classifying them as residential, classes “A”, “B” 
and “C”, Industrial, Commercial, or Parks, Railroad 
Yards, etc. 





































































QUANTITY OF SEWAGE 


49 


230 

320 

210 

200 

190 

£ 160 
no 

1 

^ 150 

V 140 

Cj 

Cl TV OP TolCOO 

Department of Public Service 

Division of Engineering and Construction 

Curves Showing the Discharge of Lagrange St. Sewer 
Averages from Aug.2 to Sept. 5. 

Office or Sanitary Engineer 

October I9l6 

No nr Daring This record there were 9 ra/’n 

s/hr ms with a tbto/ prec/'p/to fion of SS6 inches 

Ground wo3 dry. h/here ever the int/uence of 
rain is not/ceabie on the records the observations 
ore cash out. 





t*7ean Rveroge Rote of D)/schorge 42Gj00O go/ dai/y. 
t/eon t/ondoy Rote of Dischorge 500j 000 go/. da/Jy • 
Me on Sondoy Rate cf Discharge- 366,000 go/ do'//y 

'r 

937,000 

895P00 

853,000 

8iopOO 

T 67,000 

724,000 

o’ 

081.000 CJ 

6 39,000 i 

5. 

596,000 

10 

554,000 | 

0 

51 1,000 10 

469,000 

426,000 <3 

383000 -5 














\ 






















/ 

\ 

























... 
























\ 




















1/ 


day 

r 

faw 

\ 
























\ 












































/h/t 

*ra 

? e 

r) 

Or/ 

7 

\ 











I >2° 

* "° 
100 

90 

£ 80 

70 

00 










s'' 







j 
















/ 



\ 

> 

N s 




















~r~ 

/ 

/ 






> 















i 


/ 

/ 

Sc / 

ode 

y y 

c /o 



> 

\ 

\ 














; 


~T~ 

/ 

/ 










— 







341,000 v 

O' 

296,000 q, 

| 

256,000 Q: 

213,000 

- 

\ 





1 1 

/ 



















s > 





—t~ 

/ 

/ 

















\ 

\ 



C 

: " 




















1 2 34 5 6 1 8 9 10 II 12 1 2 345 fc 7 S 9 10 II 12 

|- --- AM. -H-P M. 

Hours of Hie Day. 


Plal’c. A)Q 


To supplement the field data, a circular letter went 
out to each manufacturing concern, within the census 
area, asking it to fill in the blank form, a sample of which 
is included here. We found that many of the answers to 
our circular letter were hurriedly and carelessly made out, 
so a personal inspection of each factory was made, result¬ 
ing in two special investigations, one at the Council Street 
Power Station of the Toledo Railways & Light Co., and 
one at the Willys-Overland Co. At the Council St. Power 
















































































50 


QUANTITY OF SEWAGE 


Citt or Toledo 
Department of Public Service 
Division of Engineering and Construction 

Curves Showing the DisghargeofWestToledo Sewer 
Averages from Sept 30 to Oct 18. 

Office of Sanitarv Engineer 
October 1910. 


A/otc Dur/nq th/s record there rrere 3 ram 
storms nith a tota/ precipitation of 0 Sf inches. 
Ground tros dry Where ever the inf/<sence of 
ro/n is ndticeob/e on the records the obsensoti'ons 
are cost oof 



5 fc 7 a 9 

- AM - 


10 II 12 I 2 


3 4 5 fc 
- -PM — 


7 S 9 10 II 12 I 


Hours of the Ooy. 


Plate XXI 

Station, the discharge of cooling water into City sewers 
was measured directly by a wier as outlined above in the 
paragraph on ‘‘Sewer Gaugings”. This cooling water was 
found to amount to 1,280,000 gal. daily. At the Willys- 
Overland Plant, it was found that the water supply comes 
from three sources, City water mains, the Creek and deep 
wells. Sewage is discharged, partly into the Creek and 
partly into several City sewers. Their City water supply 
is metered. We measured the Creek supply by building a 


































































QUANTITY OF SEWAGE 


51 



flume and using a current meter. We had to estimate the 
deep well supply by size and speed of pumps. We meas¬ 
ured the rate of discharge of sewage into the Creek from 
the Overland Plant and deducted this from the water 
supply to get the discharge into the City sewers. All of 
the data gotten by census, circular letter and special in¬ 
vestigations is condensed and tabulated in Table XIII, 
page 53. ' 






























































































52 


QUANTITY OF SEWAGE 


(Eitg of ®o1t^o 

DEPARTMENT OF PUBLIC SERVICE 

DAVID H. GOODWlLLIE, DIRECTOR 

HARRY C. MCCLURE 
COMMISSIONER OP ENGINEERING 
AND CONSTRUCTION 


Name of Firm._. 

Location of Plant... 

Average Water Consumption (we have a record of your 
consumption of City Water, which you may omit here, 
but if you have a private supply of any kind, which ulti¬ 
mately reaches the City sewers, please give us the best 
information you have as to its origin and quantity, in gal¬ 
lons per day covering only that which reaches the City 
sewers). 


In what way is the water used, including City and Private 
supply, and in general, how is it affected before it reaches 
the sewer? (i. e., is it used for sanitary purposes, for cool¬ 
ing, is it mixed with oil, or other manufacturing refuse 
and what kind, is it rendered either strongly alkaline or 
acid before reaching the sewer?). 


Into what street or alley do your sanitary sewers empty? 

A hat is the average number of employes engaged about 
the plant?. 

W hat are your operating hours ?. 


Signed 
Title .. 



















QUANTITY OF SEWAGE 


53 


Average Daily Rates of Discharge— 

Making use of the data in the foregoing pages, we 
will estimate the average daily discharge of ground water, 
domestic sewage and industrial sewage from each ot the 
four sewer districts covered by the census. 

Ground Water— 

Going back to the original sewer discharge records, 
we picked out the single hour giving the minimum rate 
of discharge. From this amount we subtracted the in¬ 
dustrial wastes known to be flowing at that hour and the 
remainder is called the ground water discharge. It is 
interesting to note that the minimum discharge occurred 
in every sewer, but one, at 3 A. M. on a Monday. The 


table XIII. SUMMARY OF SEWER CENSUS DATA, TAKEN IN THE 
TEN MILE CREEK DISTRICT, TOLEDO, OHIO. 



Dist. 
No. 27 

Dist. 
No. 26 

Dist. 
No. 16 

Dist. 
No. 22 

West 

Toledo 

Totals 

& 

Means 

Total Area (acres) 

280 

288 

1083 

502 

654 

2153* 

Residential Area. . 

225 

181 

911 

501 


1818 

Industrial Area. . . 

29 

62 

129 

1 

0 

221 

Commercial Area.. 







Parks, R. R. Yds., 







etc. 

26 

45 

43 



114 

Total Population. . 

2,634 

3,902 

17,087 

17,838 


41,461 

Population con- 







nected by mod- 







ern plumbing*. . . . 

1,698 

2,880 

16,435 

5,226 


26,239 

Population con- 







nected by vaults 







and sinks. 

191 

793 

407 

11,082 


12,473 

Population not 







connected in any 







way. 

745 

229 

245 

1,530 


2,749 

Number of Houses 

626 

937 

3,897 

3,247 


8,707 

Average popula- 







tion per house. . . 

4.2 

4.2 

4.4 

5.5 


4.75 

Average popula- 







tion per acre of 







residential area. . 

11.7 

21.6 

18.7 

35.6 


22.8. 

Average popula- 







tion per acre of 







total area. 

8.9 

13.5 

15.8 

35.6 


19.3 

Percent of total 







area which is 







vacant . 

61 

32 

22 

19 


28 

Total length of 







sewers (miles). . . 

6.73 

5.96 

<N 

QC 

rH 

11.70 

10.93 

42.21 

Total number of 







persons employed 







in industries in 







the district. 

763 

2,131 

19,990 

99 

0 

22,983 

Water supply to 







industries from 







other sources 







than City mains. 







g. d. 

50,000 

140,000 

3,012,000 

0 

0 



^Totals and means exclude West Toledo. 



































54 


QUANTITY OF SEWAGE 


one exception was at Monroe St., where it occurred at 
5 A. M. on a Monday. 

Domestic Sewage— 

The figures given above to represent domestic water 
consumption are applicable to persons living in houses 
with metered services, that is all houses equipped with 
modern plumbing. The census gives us the number of 
such people living in each district. Whence we derive the 
total water consumption in each district for domestic pur¬ 
poses. W e have called this the quantity of domestic 
sewage discharged. It is a fact that all of the water going 
thru any house meter does not reach the sewers, but off¬ 
setting this, some water reaches the sewers from houses 
having sewer connections but no outside plumbing. 

Industrial Sewage— 

The meter record of every manufacturing concern in 
the census area was looked up. To the quantity of City 
water sold to industrial establishments, was added the 
amount of private supplies, as determined by special 
measurements and circular letter replies, and the sum 
used as the quantity of industrial sewage. 

Adding together the estimated ground water, domestic 
and industrial sewage for each district we get the estimated 
mean daily discharge of sewage for each district. The 
weir measurements shown on Plates XVII to XXI also 
give the mean daily discharge of sewage from each dis¬ 
trict. The estimated values were adjusted to meet the 
figures derived from weir measurements, giving- the values 
set forth in Table XIV, page 55. 

It will be noted that the ground water is greatest 
from District No. 16, and least from No. 22. District 
No. 16 is the oldest and many of its sewers were built 
at a time when all sewers were made of brick and none 
were less than 24" in diameter, no matter how small an 
area it cared for. Most of the sewers in District No 22 
were built quite recently and are of reasonable size and 
are built of vitrified clay pipe. It may be said, in general, 
that Toledo sewers are built in a heavy blue clay soil, 
which in some places includes sand and gravel of a water 
bearing nature. 



QUANTITY OF SEWAGE 


55 


In the several sewer districts, different proportions 
of population, with modern plumbing, and without modern 
plumbing but water and sewer connections, and without 
sewer connections, caused the original estimates of do¬ 
mestic sewage per capita to be altered somewhat. 


TABLE XIV. MEAN DAILY DISCHARGE OF SEWAGE AND ITS 
CONSTITUENT PARTS, EMPTYING INTO TEN 
MILE CREEK, TOLEDO, OHIO. 


Ground Water leakage g.d 

g.a.d. 

Gal. per mile of sewer per 

day. 

Domestic Sewage g.d. 

g.c.d. figured on the popu¬ 
lation, connected with 

modern plumbing. 

g.c.d. figured on all the 
population connected in 

any way. 

g.c.d. figured on total pop¬ 
ulation . 

Industrial Sewage g.d.... 

g.a.d. 

g.a.d. Council St. omitted. 
Daily mean discharge g.d. 
g.c.d. figured on total pop¬ 
ulation connected in 

any way. 

g.c.d. deducting Council St. 


Dist. 
No. 27 

Dist. 
No. 26 

Dist. 
No. 16 

Dist. 
No. 22 

Totals 

& 

Means 

157,000 

557 

212,000 

736 

1,191,000 

1,100 

123,400 

246 

1,683,000 

783 

23.400 

52.400 

35,600 

73,000 

67,000 

575,000 

10,500 

175,600 

40,000 

876,000 

31 

25 

35 

34 

33 

28 

20 

34 

11 

23 

20 

142,400 

4,900 

352,000 

19 

249,000 

4,000 

534,000 

34 

2,577,000 

20,000 

10,000 

4,343,000 

10 

127,000 

127,000 

426,000 

21 

3,095,000 

14,000 

8,200 

5,655,000 

1 8 6 

146 

258 

182 

26 

146 

113 


Relation of total sewage discharge to city water supply— 


Water supply for 1916 up to September. 103 g.c.d. 

Sewage discharge (omitting Council St.). 113 g.c.d. 

Ratio sewage discharge to water supply. 110% 


Industrial sewage, when reduced to a g.a.d. basis, 
shows a very large figure for District No. 22. The reason 
for this is that there are only two industrial establish¬ 
ments in this district, a bottling works and a laundry, both 
large consumers of water, compared to the area they 
occupy. It will be noted that figures are included in Table 
XIV which exclude the sewage discharged from the 
Council Street Power Station. Reference to Plate XXII 
will show what a large quantity of water originates at 
this point. This water should be excluded from the City 
sewers. The City certainly should not be called upon to 
pump all of it up into a treatment plant and then to treat 
it. The owners of the Council Street Plant have stated 
that it is their intention to abandon it. In arriving at 
quantities for future use, the effect of the Council Street 
Station should be eliminated from the means. 

































56 


QUANTITY OF SEWAGE 


Maximum Hourly Rates of Discharge— 

Having derived figures, representing the daily mean 
discharge of the various components of the sewage from 
each district, it still remains to determine the maximum 
rate at which this sewage will be discharged, since the 
intercepting sewer must be designed to accommodate this 
maximum flow. 

In order to arrive at an estimate of the maximum 
flow, certain assumptions were made as follows. (Refer¬ 
ence to Plates XVII to XXI will make this clearer.) 

The discharge of ground water is steady from hour 
to hour each day. 

The average amount of domestic sewage is the total 
Sunday discharge minus the ground water. 

The average amount of industrial sewage is the aver¬ 
age flow minus the Sunday flow. 

The discharge of domestic sewage on Monday is the 


TABLE XV. ESTIMATED MAXIMUM RATES OF DISCHARGE AS 
PARED WITH OBSERVED MAXIMUM RATES OF DISCHARGE 
OF SEW AGE INTO TEX MILE CREEK. 


COM- 


Dist. 

No. 27.. 
Dist. 

No. 26.. 
Dist. 

No. 16.. 
Dist. 

No. 22... 

West 

Toledo. 

Totals. 

Mean 

percents 


Domestic Sewage. 


T3 C 
43 aj 
aj a> 
w C 
0) c 

3 , >> 

0) cS 

.'O 

X <H 
aj O 


£ 

>. 4 ) 

—< U 

Q a 


oi'd 
W oil 


« aj 

££ 

X aj 

- o 

x.2 

aj 

3 »° 

E c 

A g 


% 


g\ d. 


189 

200 

207 

193 

200 


91,000 

128,000 

1,260,000 

334,000 

160,000 


mean domestic 
975,000 


c$ 

T 3 

ui C 
« Ctf 
D 0) 

£ S 

a ^ 

'i >> 

X'C 

oi 

C 1 * 


oj C 
T3 4) 
C 2 
A <v 
<5 a 


% 


T 3 o 3 

4) 

ifi Ot 
CO 

o) e 


be 


r oi 

x-c 

as 


aj o 

V 

g o> 

<=■£ 


Industrial 

Sewage. 


cb 

^ c 

< v oi 
m oi 
V 2 c 
<v c 

ft 

a >* 

® oi 
.'C 

X ^ 

a o 

£- 

c 

’ci £ 

0 a 


ajo 3 


35 

- U 

x\2 

a 3 ^3 


>> 

^ a) 

fig 


g- d. || % | g. d. 


261 127,000 


400 

350 

332 

450 


354 


256,000 

2,130,000 

580,000 

360,000 

3,453,000 


120 173,000 


142 

136 

133 


358,000 

3,430,000 

170,000 


4,131,000 


134 


Ground 
W ater. 


oj’O 

bi 

CO 

cd 

Is 

Ul ~ 
0) CO 

a a 

X 2 


C ctf 
a; £ 
bjC_ 

is .s 

oh 

'OT 3 4 

? r* 

X 

oj'O 
oj g £ 
Sh 3 

<w >> 9 

& 

S g'o 


43 


g- d. 


g. d. 


157,000 

212,000 

1,191,000 

123,000 

312,000 

1,995,000 

100 % 


457,000 

826,000 

6,751,000 

873,000 

672,000 

10,079,000 


oj 

A 

43 

05 

'O T3 

. hi 
x 

oi cb 
£ aj 

x 

(D 

D ti 

S a 

5 * 

O 43 


g. d. 


680,000 

842,000 

6,245,000 

1 , 121,000 

790,000 

9,678,000 





















































QUANTITY OF SEWAGE 


57 


Monday flow minus the average industrial and the ground 
water. 

Each of the above subtractions was performed graph¬ 
ically for each of the 24 hours on the blue prints, Plates 
XVII to XXI, giving mean hourly rates of discharge of 
Sunday domestic sewage, industrial sewage and Monday 
domestic sewage for each of the sewer districts. The 
hourly rates were reduced to daily means and made to 
conform to the means given in Table XIV. The maximum 
hour was picked out and expressed as a percent of the 
mean discharge for the day. Maximum discharges are 
also given as rates in gallons per day. In Table XV, is 
a summary of the above deductions as well as a compar¬ 
ison with observed maximum discharges. 

Unit Quantities to be Used in Design— 

Using the mean discharges and the maximum rates 
as gotten above, the following unit quantities were de¬ 
rived. 


Ground Water— 


Mean rate of discharge 

777 

g.a.d. 

Maximum for any district 

1,100 

g.a.d. 

Maximum to be used to cover spring con¬ 
ditions 

1,200 

g.a.d. 

Domestic Sewage— 

Mean rate of discharge, counting total 
population 

21 

g.c.d. 

Ratio, mean to max. 354% 

Maximum rate of discharge 

75 

g.c.d. 

Assuming that this maximum rate of dis¬ 
charge will increase in proportion to 
the increase in total water consump¬ 
tion, the maximum rate of discharge 
of domestic sewage for i960 will be 
I2 5 

-x 3.54 x 21 = 90 g.c.d. 

90 

g.c.d. 


103 


Industrial Sewage— 

Mean rate of discharge, including Council 
St. 


14.000 


g.a.d. 





58 


METHODS AND FIGURES USED IN DESIGN 


Ratio max. to mean discharge 134 % 
Maximum rate of discharge, including 
Council St. 

Mean rate of discharge, excluding Council 
St. 

Ratio max. to mean discharge 131 % 
Maximum rate of discharge, excluding 
Council St. 

Maximum rate of discharge to be used in 
the design of intercepting sewer 


done in some other cities. 


18,800 

g.a.d. 

8,200 

g.a.d. 

10,700 

g.a.d. 

14,000 

g.a.d. 

of the 

above 

similar 

■ work 


TABLE XVI. UNIT QUANTITIES TO BE USED IN THE DESIGN OF 
INTERCEPTING SEWERS IN THE TEN MILE CREEK 
DISTRICT OF TOLEDO, AS COMPARED WITH 
_QUANTITIES USED IN OTHER CITIES. 


Ground Water 
g-.a.d. 


Observed 

mean 


Max. to 
be used 


Toledo, O. 

Milwaukee, 

Wis. 

Cincinnati, O.. 
Boston Metro¬ 
politan High 
Level District 
Louisville, Ky. 
Passiac Valley 

N. J. 

Fitchburg, 

Mass. 

Ft. Wayne, 

Ind. 


777 

1,660 

750 


1,200 

1,660 

750 


365 

1,960 

786 

1,710 

1,970 


Domestic Sewage 

g.c.d. 


Observed 

mean 


Max. to 
be used 


21 

31 

86 


90 

125 

135 


140 

100 

100 

150 

150 


Industrial Sewage 
g.a.d. 


Observed 

mean 


Max. to 
be used 


8,200 

9,350 

4,500 


14,000 

16,800 

9,000 


METHODS AND FIGURES USED IN DESIGN. 

Having finished the preliminary investigations, it 
remained to draw our conclusions as to what quantities 
should be used in determining: 

1 . The area to be drained; 

2 . Density of population; 

3 - Rate of run-off of ground water; 

4- Rate of run-off of domestic sewage: 

5 . Rate of run-off of industrial sewage. 










































METHODS AND EIGUKES USED IN DESIGN 


59 


Reference to Plate XXIII will show what actually 
was done in regard to each of these five items. A brief 
discussion of the figures given on Plate XXIII follows: 

1. The limits of the area to be drained were deter¬ 
mined in one of two ways, viz: by existing lateral sewer 
systems, or by topography. For instance, existing sewer 
systems in West Toledo and County District No. 4 are 
so constructed that it is impossible to drain property 
north of Laskey Road without pumping or paralleling the 
main sewers thru these districts with additional main 
sewers on flatter grades than the original ones. Either 
one of these two schemes is so costly that it is prohibitive, 
so we have taken Laskey Road as the north limit of this 
particular area. An instance of limitation by topography is 
the area near Crabb Road. No part of the lateral sewer 
to drain this area has as yet been built. We have assumed 
that when it is started, it will be built with such sizes and 
grades as to take in all of the area which can be drained 
to it by gravity. Thus a study of minimum grades and 
ground surface elevations places the limits of drainage 
area. 

2. The density of population for i960 conditions for 
districts within the City limits .was determined by consid¬ 
ering that all vacant residential area will be occupied by 
i960, counting the same number of persons per house as 
was found in 1916. In the final computation, a figure 
somewhat larger was used. 

TABLE XVII. ESTIMATED DENSITY OF POPULATION FOR 
DISTRICTS WITHIN THE CITY OF TOLEDO. 


Sewer 

District 

27 

1916 

Density 

11.7 

% of 

Residential Area 
now Vacant 

61 

11.7 

39 — 

1960 

Density 

30 

Figure Used 
in Design . 
35 

' 26 

21.6 

31 

21.6 

69 = 

31 

35 

16 

18.9 

22 

18.9 

78 = 

24 

30 

22 

35.6 

19 

35.6 

81 = 

44 

45 


For areas outside of the City, the original density 
study pointed to a figure of 5.6 persons per acre. This 
figure is undoubtedly too small when considering separate 
small areas. The figures actually used are given on Plate 
XXIII; they range from 5 to 30 persons per acre. A study 
of the general character of each district outside of the City 
determined the figure to be applied which, in each case, 
is a maximum figure. 




6 o 


METHODS AND FIGURES USED IN DESIGN 


3 . Rate of Run-Off of Ground Water— 

Reference to pages 55 and 57 will show the data upon 
which we based our figure of 1,200 gal. per acre per day 
for max. rate of run-off of ground water. It will be re¬ 
membered that these figures were based on discharge 
records from July to October, 1916 , when work on design 
had to be started. Occasional discharge observations were 
made on these same sewers during the winter and spring 
following and compared with the summer observations 
in the following way: An observation was made at 3:00 
P. M. Thursday, Jan. 18 at the out-fall of District 26 , 
showing a rate of discharge of 737,000 gal. per day. Turn- 


TABLE XVIII. SHOWING THE INCREASE OF GROUND WATER FOR 
WINTER AND SPRING CONDITIONS OVER THAT 
FOR SUMMER CONDITIONS. 


Abbreviations g\w. 

g-.d. 

g-.a.d. 

= ground 
= gallons 
= gallons 

water, 
per day. 

per acre per day. 


SEWER DISTRICT 

27 

26 

16 

22 

Summer Conditions— 





Ground Water Discharge, g.d.. 

157,000 

212,000 

1,191,000 

123,400 

Ground Water as g.a.d. 

557 

736 

1,100 

246 

Jan. 18, ’17, 3:30 P. M. 





Excess over Summer mean g\d. 

Weir 

124,000 

214,000 

166,000 

Estimated Ground Water g.d.. 

went out 

336,000 

1,405,000 

289,400 

“ 44 “ g.a.d. 

Nov., ’16 

1,170 

1,300 

580 

Jan. 25, ’17, 1:30 P. M. 





Excess over Summer mean g.d. 


194,000 

358,000 

33,000 

Estimated Ground Water g.d.. 


406,000 

1,549,000 

156,400 

“ 44 “ g\a.d. 


1,410 

1,430 

310 

March 16, ’17, 10:30 A. M. 





Excess over Summer mean g.d. 



190,000 

465,000 

Estimated Ground Water g.d.. 



1,381,000 

588,400 

44 “ 44 g.a.d. 



1,280 

1,170 

April 24, ’17, 2:00 P. M. 





Excess over Summer mean g.d. 



450,000 

Weir 

Estimated Ground Water g.d.. 



1,641,000 

removed 

44 44 44 g.a.d. 



1,510 

April, ’17 

May 3, ’17, 3:30 P. M. 





Excess over Summer mean g.d. 


149,000 

—460,000 


Estimated Ground Water g.d.. 


361,000 

731,000 


44 g.a.d. 


1,250 

675 


May 24, ’17, 9:30 A. M. 





Excess over Summer mean g.d. 



1,540,000 


Estimated Ground Water g.d.. 



2,731,000 


44 “ 44 g.a.d. 



2,520 


June 11, ’17, 9:30 A. M. 





Excess over Summer mean g.d. 



620,000 


Estimated Ground Water g.d.. 



1,811,000 


44 44 44 g.a.d. 



1,670 


July 6, ’17, 4:30 P. M. 





Excess over Summer mean g.d. 


143,000 

Sewer 


Estimated Ground Water g.d.. 


355,000 

Collapsed 


44 44 “ g.a.d. 


1,230 

June, ’17 


July 25, ’17, 4:15 P. M. 





Excess over Summer mean g.d. 


183,000 



Estimated Ground Water g.d.. 


395,000 



44 “ 44 g.a.d. 


1,370 
















METHODS AND FIGURES USED IN DESIGN 



State of Michigan 


UVA NIA 


w •; j 




WhiTncyIR d 


Section 31 


i- Section I 


County 


District 


SVLVANA 


West Toledo District 






UUUUUUUUUI 

nimrn 


District 46 


3ss)mra[E[ 

□□□□□□□□ % 


District 16 


□□□□□□□ 

I-!)□□□ 

3 □□□□ 


CiTv or Toucoo 

Department of Puet-ic Service 
Division of Engineering and Construction 

Ten Mile Creek interceptor 

Showing Location ano Drainage Area 

Office of Sanitary EM&tNeeR 

Dtccnecft 1914 _ 

6<mi e »iMiL« Revised JA^ 


Bancroft St, 


Legend - 
SToTe Line 
Sewer District B’dy 
City Bdy Line 


County District 




Estimated Quantities of Sewage for i960 to 8e Used in the Design of _hl 


DISTRICT Njl^tpew 


.C^Utg.Y 


No 2 <6 WtiTTouc-o 


COUMTY (C' 


COUNT Y 5 


Count r 8 


Units 


Residen+io l Argo (Including small corrwnerciol oreo6) 

Industrial Area _____ 

Totol Sewered Area ___ 

Uniewgred Area (Porks, R Ryorde, swompt.gtci 


NS34AS*A 


County Distpict 


Density at PopuloTion in Residentio l Areo 


Gn rhovSond3 


241.71 


District in thousand* 


20fc?5 


184 05 


iO£W‘-i 


102 3? 


10235 


ct Outfoll 


~TV.t«l popyj'dtion cn Areo Tributary to Interceptor of point of Diotn 


of D omestic Sewage for Total Population 


Rute of DiftcHorqe 

TotqI Rote of Qischp-qe 


of Domestic Sewoqe for Total Population 


18 OOO 


WOO 


Unit Rate of Di&chorqe 


11442 


11522 


heik-.w District Outfoll 


e To be Corned b y Interceptor 


Torol Pute cf Qischqrg 


|e of Ground Water from Sewered Area of District 
of Ground Water from Sewered Area of District 


ib.m 


15843 


10431 


A TAT 


10.125 


10175 


to be Corned by Interceptor below District Outfoll 


4179} 


‘SOft-W 


20840 


21&A0 


of lntercep Tor below District Outfoll 


Total Capacity of Interceptor below DifTnct Oufall 



m 


DDL 




















































































































































































































































































































































































































































































































































































































































































































































METHODS AND FIGURES USED IE DESIGN 


6l 


ing to Plate XVIII it will be seen that the average rate of 
summer discharge for 3 :oo P. M. on any day but Saturday, 
Sunday or Monday is 613,000 gallons per day. The excess 
rate for this particular day and hour is 124,000 gallons daily 
and it is assumed that this is caused entirely by additional 
ground water. It is of course true that growth of industry 
and population is responsible for some of it, however it is 
worked up in Table XVIII on the first assumption which 
is essentially correct. 

Table XVIII shows the increase of ground water for 
winter and spring conditions over that for summer con¬ 
dition. 

4. Rate of Run-Off of Domestic Sewage— 

Reference to page 57 shows 90 g.c.d. as the max. rate. 
This figure was not used in the final design for two 
reasons: 

1st. It seemed to be desirable to make some allow¬ 
ance for the “flattening out” effect of a large drainage area 
and 

2nd. It is probable that all houses in our drainage 
area in i960 will be required by law to have sewer con¬ 
nections and modern plumbing. 

To cover the second item above, we took as mean rate 
of discharge of house sewage— 

I2 5 

33 x-— 40 gal. per capita per day. 

io 3 

See P. 55. 33 g.c.d. — 1916 rate of discharge of do¬ 

mestic sewage for persons 
living in modern houses. 
See Plate XVI 103 = 1916 rate of water consumption 

in Toledo. 

See Plate XVI 125 =■ i960 rate of water consumption 

in Toledo. (Estimated.) 

To cover the first item above, we used the following 
equation of the ratio of max. to mean discharge of domestic 
sewage. 

Max. 14 

-— 1 -]-, P == population on drain- 

Mean 4-}- \/ P age area in thousands. 






62 METHODS AND FIGURES USED IN DESIGN 



































































































































































































































TABLE XIX. DATA PERTAINING TO SELECTED SIZES FOR TEN MILE CREEK INTERCEPTING SEWER. 


METHODS AND FIGURES USED IN DESIGN 




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64 


METHODS AND FIGURES USED IN DESIGN 


Plate XXIV gives this equation in graphical form. 
Reference to Plate XXIII will disclose the fact that the 
max. rate is generally taken at from 70 to 80 g.c.d. 

5. Rate of Run-Off of Industrial Sewage— 

14,000 gal. per acre per day was applied to all areas 
which seemed.at all likely to develop into manufacturing 
enterprises. (See page 58). 

SIZES AND GRADES. 

Table XIX contains complete information as to sizes 
and grades of the sewer as it was designed. The govern¬ 
ing features in this design were, to keep the velocity of flow 
of sewage as near to or above 1.5 f.s. as possible for min¬ 
imum 1916 conditions, and to allow excess capacity over 
that which was originally computed. It was not deemed 
advisable to reduce the grade below .04% or 2.1 ft. per 
mile. 

The sewer will be circular in section and the City will 
accept bids based on brick, concrete, plain or reinforced, 
or various kinds of block sewers. 

SEWER INTERCEPTORS. 

An interceptor, as we have used the term, is a struc¬ 
ture built at the outfall of a local combined sewer which 
intercepts the dry weather flow in the combined sewer and 
diverts it into the main intercepting sewer. It also closes 
off all connection between the combined sewer and the 
intercepting sewer during floods and rain storms. 

The necessity for these interceptors at the end of each 
of our City sewers is two-fold. First, the storm water 
run-off is often 50 times the dry weather flow whence it is 
easily seen that it would be economically impossible to 
build an intercepting sewer large enough to take the storm 
water. It must therefore be shut out. Second, the creeks 
and the river often rise above the outlet of the present 
sewers. Since the intercepting sewers are all below the 
present sewer outlets, it becomes necessary to provide 
means for excluding flood water from them. 



METHODS AND FIGURES USED IN DESIGN 


65 


A brief discussion of the design and operation of the 
interceptors will explain the forms which they have taken 
on as detailed on Sheets 17, 18, 19 and others. 

Essential Parts of the Interceptor— 

Weir, in main combined sewer below Sluice Gate. 

Sluice Gate, normally open but closed against storm 
water or flood. 

Four C. I. Tee’s, turned up with blank flanges on top. 
These tee’s communicate with the water in the main sewer 
and keep floats at level of water in Main Sewer. 

Four balanced float valves, so arranged that two open 
and two close when water surface in sewer rises over weir. 
Then as water recedes, the operation of the float valves is 
reversed. 

City Water, connected thru float valves to Sluice Gate. 

Operation— 

Normally the sluice gate is held open, since with water 
levels below the crest of the weir the balanced valves admit 
water pressure to the bottom of the sluice gate operating 
cylinder, and relieve the pressure from the top. When 
storm flow comes down the sewer or flood backs up from 
the River, the water rises over the weir, raising the floats 
connected to the balanced valves and admitting water 
pressure to the top of the operating cylinder and relieving 
the pressure from the bottom, thus closing the sluice gate. 

It will be noted that the exact position of the valves 
can be adjusted by means of the pipe bracing on the con¬ 
crete beam. (See Sheet 20.) The exact point of opening 
and closing of the balanced valves can be adjusted by turn¬ 
ing the bronze rod in the brass bushing. (See Sheet 20.) 

Before working out the details of this valve mechan¬ 
ism, considerable experimental work was done. Several 
different types and makes of valves were set up and oper¬ 
ated under working conditions. The following information 
was gotten as a result of the experiments:— 

1. Range of water surface to completely close or 
open the v^lve. 

2. Motion of lever arm to completely close or open 
the valve 



66 


METHODS AND FIGURES USED IN DESIGN 


3. Amount of pressure to be applied to the valve 
lever arm to operate the valve. 

4. Speed of operation of the valves. 

Several valve manufacturers rendered the City valu¬ 
able service by loaning valves for this work, and I wish 
to mention particularly the Foster Engineering Company 
of Newark, N. J., who followed us closely thru our experi¬ 
mental work. The results of our experiments show that 
the %" “Auxiliary Operated” Foster Float Valve with 
some slight alterations is the only valve which we found 
that will do the work satisfactorily. 

Details of Design of Concrete Structures— 

The elevation of the crest of the weir is set so that 
it will not be submerged by floods in th.e creeks more than 
once or twice during the year. Every possible source of 
information concerning flood data was investigated. An¬ 
other feature governing height of weir is that the back¬ 
water caused by it shall not extend far enough up the com¬ 
bined sewer to interfere with any sewer connections. 

The width of the crest of the weir and the shape of the 
channel of approach as detailed in Sections A-A, B-B, C-C, 
D-D and N-N of Sheet 18 of the plans were computed so 
as to give good stream lines and a constant increase in 
velocity as the sewage approaches the weir to insure 
scouring velocities during storms and obviate a deposit of 
grit in front of the entrance to the sluice gate. 

The size of the sluice gate and the channel leading to 
the 20 connection with the intercepting sewer were care¬ 
fully worked out to give a capacity considerably in excess 
of the estimated 1960 dry weather discharge of the com¬ 
bined sewer. 


INVERTED SIPHONS. 

It becomes necessary to cross Ten Mile Creek at two 
points where the sewer would have obstructed the flow of 
the Creek unless it was depressed below the Creek. In 
doing this it became necessary to provide scouring veloci¬ 
ties at all times in the depressed sections of the sewer to 
avoid deposits of grit. 



METHODS AND FIGURES USED IN DESIGN 


6 7 


The special structures designed to do this work are 
called inverted siphons and are fully detailed on Sheets 
ii, 12, 13 and others. 

Details of Design— 

In designing the entrance chambers (see general 
plans, right end of Sheet 11) the channel sections were 
kept as small as possible thus avoiding any reduction of 
velocities and consequent sedimentation. In the main 
part of the siphon, three pipes are used in order to main¬ 
tain scouring velocities even during the first years of its 
use when the quantity of discharge will be small. Sluice 
gates are provided on each end of each pipe so that any 
pipe can be emptied and cleaned without interrupting the 
operation of the sewer. The gates also make it possible 
to work any one or two pipes to the exclusion of the 
others, thus maintaining velocities in excess of those exist¬ 
ing in the adjacent sewer, with any quantity of discharge. 

If any deposit occurs, it will be at the up turn of the 
down stream end of the siphon. Reducers have been in¬ 
cluded here to increase the velocity and carry any sediment 
up the remaining lengths of pipe. As an added guard 
against stoppage of the pipes, “Y” branches turn down at 
this point and lead into a blow-off chamber. Opening any 
one of these gate valves in this chamber will flush out a 
pipe. The blow-off chamber will be pumped out with a 
portable gasoline pump and the grit shovele'd out. 

BAY VIEW PARK SEWAGE PUMPING STATION. 

The Ten Mile Creek Intercepting Sewer terminates at 
Bay View Park, nearly six miles from its upper end and 
about 20 feet below the water surface of the River, thus 
making necessary the Bay View Park Sewage Pumping 
Station. The data given below show the fundamental 
requirements which the pumping station was' designed to 
meet. 

The main questions which presented themselves in 
the design of the pumping station together with the final 
answers and reasons for the same will be given briefly. 

It became necessary to make a choice between a deep 
pump pit or a shallow pit with a big suction lift. The 
former was adopted. The main objections to a deep pump 



68 


METHODS AND FIGURES USED IN DESIGN 


TABLE XX. SHOWING THE FUNDAMENTAL DATA FOR THE BAY 
VIEW’ PARK SEWAGE PUMPING STATION. 

Quantity of Sewage— 

From Ten Mile Creek Drainage Area. 

Min. rate of sewage discharge for 1916. 3 400 gm 

Mean “ “ “ .. . 4,600 

Max. “ ‘ “ “ “ . 6,600 “ “ 

^ estimated rate “ 1960. 33,000 “ “ 

From West Side River Area. 

Max. estimated rate “ 1916. 12,000 “ “ 

Total estimated max. rate “ I960.........’].' 78 000 “ “ 

Elevation of invert of Intercepting Sewer at Pump. Station. . 69.56 ft. 

Elevation of Water Surface in River mean. 91.7 

max.] 98]5* 

the wind Se e ^ eva ^ ons exist for a few hours at a time, being caused by 


pit are its cost for construction; the pumping machinery is 
in an inaccessible place; the electric motors must be placed 
in the bottom of the pit, since vertical shaft pumps had been 
rejected. Objections to a suction lift are the necessity for 
a vacuum priming system for the pumps; expensive piping 
leading to the pumps; excessive friction losses in the intake 
piping. Objections to the deep pit were largely overcome 
in that soil conditions proved to be favorable for this type 
of construction; the pit is so large, 40 ft. diameter, that 
it becomes in effect a lower floor of the -station; and it 
appears that electric motors can be built to withstand the 
moisture of the pump pit. 

The design of the pump pit presented some difficulties 
on account of the large forces, caused by earth pressure 
and water pressure, which had to be dealt with. To 
make a rectangular pit would involve such large quantities 
of concrete and steel that it became prohibitive. A circular 
pit presented fewer difficulties of construction, and it was 
found that the pumping machinery could be advantage¬ 
ously placed on a circular floor space. Some of the criteria 
used in the design of this pump pit are: that the structure 
shall not float when friction between the side walls and 
the surrounding earth and the weight of the machinery 
inside are neglected; that it shall not settle when hydro¬ 
static pressure is neglected; that there shall be no relief 
of hydrostatic pressure thru weep holes and the concrete 
shall be designed to withstand such pressures. 

The question of providing some kind of storage reser¬ 
voir for sewage was carefully considered, in order to make 
the pump operation intermittent, thus shutting down at 
night; or to regulate the rate of pumping, thus flattening 














METHODS AND FIGURES USED IN DESIGN 


69 


out the peak load, or accomplishing various other advan¬ 
tages of operation. It was found that the intercepting 
sewer itself provides an immense storage reservoir which 
might be developed by allowing the sewage to rise in it 
three or four feet. It was decided, however, to operate the 
pumps in such, a way as to prevent any material backing 
up of the sewage in the sewer. This decision was reached 
for two reasons; backing up in the sewer causes the 
deposit of silt on the invert which would not later be 
scoured out; the retention of sewage at any point tends 
to produce septic conditions and cause a stale sewage 
which is highly undesirable when it comes to discharging 
raw sewage into the River or treating it at a disposal plant. 

The choice of type of pump presented some interesting 
problems which resulted in the following general specifica¬ 
tions : The pumps are to be horizontal centrifugal, single 
stage, double suction, motor driven, constant speed, and 
with closed impellers. After making a thoro study of the 
pump question, the writer visited the sewage pumping sta¬ 
tions at Schenectady, Albany (new station), Boston, 
(Albany and Union Park Sts.), Salem, Providence, Phila¬ 
delphia (Pennypack Creek), Reading, Baltimore, Wash¬ 
ington, Dayton, Columbus and' Detroit. Interviews with 
the local civil engineers and station operators and observa¬ 
tion of the pumping machinery in operation revealed much 
interesting information which was made use of in the selec¬ 
tion of equipment for the Toledo pumping station. 

Pumps and motors with horizontal shafts were 
selected because: they avoid bearing troubles encountered 
with vertical shafts; they are less expensive; they occupy 
very little more floor space; and they are easier to clean 
and repair. With the recent improvements in the design 
of centrifugal pumps, it is universally conceded that 
they are better for sewage pumping than reciprocating 
pumps. The heads encountered at Bay View Park are 
easily attained with single stage pumps. Double suction 
can be easily provided in a single stage pump and it makes 
a balanced impeller and shaft. The closed impeller gives 
better efficiencies than the open type and may be used for 
sewage in large pumps when arrangements are provided 
for frequent cleaning, (several times daily) by means of 
back flushing. 



70 


METHODS AND FIGURES USED IN DESIGN 


Choice of electric motors to be driven by electric cur¬ 
rent, furnished by the local power company, was made for 
the following reasons: the amount of power to be used 
will vary between 50 H. P. at the beginning and about 
700 H. P. ultimately; current is now available at the station 
site; the price will be less than iff per K. W. H.; the local 
power company’s plant is so large that the supply of power 
will be reasonably dependable; protection of the pumps 
against a failure of the current has been provided. 

The pumps are to be operated by automatic starters 
actuated by float switches; however an attendant will be 
on duty day and night and the pumps can be operated by 
manual control at any time. 

COST OF ENGINEERING, INVESTIGATIONS AND 
DESIGNS. 


Field work . $1,757.03 

Office work. 4,045.50 

Overhead. 4,097.77 


Total . $9,900.30 


The overhead includes salaries for general supervision 
and consulting engineers, office supplies and fixtures, pur¬ 
chase and maintenance of automobile, traveling expenses, 
and interest on bonds. It is such a large item that it 
seemed advisable to spread it in proper proportion over 
the individual items given below. So the amounts charged 
against the various parts of the work in the following table 
include everything that was spent by the City for this 
work. 

Engineering Investigations— 

Sewer census. 

As described on page 47. 

Covered 2,150 acres, 

Included 41,500 people, 

Included 8,700 houses. 

Gauging Sewer Discharge. 

Investigations at 5 sewer outfalls, 
including cost of gauges, material 
and labor of installing weirs and 


501.44 


899.36 











METHODS AND FIGURES USED IN DESIGN 


7 1 


gauges, computation of discharge, 
and preparation of drawings, etc. 
Gompilation and Writing of This Re¬ 


port .. 474 - 9 ° 

Analytical Data . 577.08 


As described on pages 29 et seq., 
including cost of collecting sam¬ 
ples and analyzing same, but not 
including the cost of any labora¬ 
tory equipment or supplies. 

Surveys . 1,144.50 

Various stadia, tape, transit and 
level surveys. 

Borings . 825.22 

Total number of holes bored 123 
Total lin. ft. bored 2,342 

Av. depth of holes 19 ft. 

Max. depth of hole 41 ft. 

Cost per ft drilled $ .35 

Cost per hole 6.66 

Some of the very deep holes which 
gave trouble cost as much as $14 
each. 

Overland Study. 161.60 

As described on page 50. 

Extra Work.. 218.07 

Engineering studies that this of¬ 
fice was called upon to make for 
various City Departments. 

Total cost of investigations. . 

General Office Work— 

General Maps, Estimates of Quantities 


and Costs and Reports.$ 687.40 

Monroe Street Interceptor. 59^-73 

Includes experimental work and 
the working out of several plans 
before one was accepted. 

Ayres Ave. Interceptor. . . . . . 269.20 

Sewer No. 34 Interceptor. 178.70 

Lagrange St. Interceptor. 167.40 


$4,802.17 















72 


METHODS AND FIGURES USED IN DESIGN 


Ayres Ave. Inverted Siphon. 363.80 

Several plans were worked out be¬ 
fore one was accepted. 

Overland Inverted Siphon. 109.10 

District No. 40. 110.50 

Plan to divert its sewage into the 
intercepting sewer. 

Special Junctions and Manholes. 300.04 

Ten Mile Creek Intercepting Sewer.. 295.00 

Making plans and profiles and 
computing sizes and grades. 

Bay View Park Sewage Pumping Sta¬ 
tion . 2,020.26 


Includes studies of pumping equip¬ 
ment, design of several pump pits, 
station lay-outs, piping lay-outs, 
architectural studies, final prep- 
eration of architect’s drawings, 
and the design of foundations and 
roof trusses. 


Total Cost of Designing and 

Draughting. $5,098.13 

Total Cost of Investigations 
and Designs. $9,900.30 

ESTIMATE OF COST OF CONSTRUCTION. 

These estimates of cost are compiled on a basis pf 
cost of labor, materials, and apparatus in Toledo for the 
month of July, 1917. 

Estimated Cost of Ten Mile Creek Intercepting 


. Sewer... $501,228.99 

Estimated Cost of Bay View Park Sewage 

Pumping Station --- ; . 107,266.22 


Total Estimated Cost of Project.. .. $608,495.21 


Main Intercepting Sewer— 

451 sewer, 3,123 ft. @ $10.46 -f manholes $ 33,025.99 
48" sewer, 4,233 ft. @ 10.32 -j- manholes 44,050.63 
















METHODS AND FIGURES USED IN DESIGN 73 


51" sewer, 4,901 ft. @ 12.62 -f manholes 65,131.66 

57" sewer, 660 ft. @ 13.32. 8,799.22 

72" sewer, 18,735 ft* @ 15.65 -j- manholes 296,062.54 

Monroe St. Interceptor. 4,181.57 

Ayres Ave. Interceptor. 3*659.36 

Sewer No. 34 Interceptor. 4,632.97 

Lagrange St. Interceptor. 6,517.00 

District No. 40 Sewer. 4,539.42 

Ayres Ave. Inverted Siphon. 11,469.27 

Overland Inverted Siphon. 12,338.51 

Castener St. Creek Crossing. 6,092.62 

Junction Manholes at Monroe St. 728.23 

BayView Park Sewage Pumping Station. . . . 107,266.22 


Total Estimated Cost of Project. . .. $608,495.21 

The cost of investigations and designs is 1.63% of 
the estimated cost of construction. 


















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